c street, dimond boulevard to international airport...

PART 4

STANDARD MODIFICATIONS

AND SPECIAL PROVISIONS

to the STATE OF ALASKA

SPECIFICATIONSFOR

HIGHWAY CONSTRUCTION(METRIC)

98M

C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

SPECIAL NOTICE TO BIDDERS

The Department hereby notifies bidders that information to assist in preparing bids is available at 4111 Aviation Avenue for the following:

1. These items are available upon request in the Anchorage Department of Transportation and Public Facilities Building Plans Room:

a. Quantity Computations

b. Cross Sections

c. State of Alaska Department of Transportation and Public Facilities publication, Best Management Practices for Construction Erosion and Sediment Control and Maintenance and Operations Actives

d. Standard Specifications for Highway Construction (Metric) 98M (Price $25.00)

e. Striping As-Builts

f. Foundation Geology Report for Project MGE-0527(15)/54240 April 2002.

2. Utility agreements pertaining to the disposition of all utility facilities on this project are available for review at the office of the Traffic, Safety and Utilities Engineer, (907) 269-0647.

3. The Department has approved an environmental document addressing concerns and environmental commitments and is available for review in the office of the Preliminary Design and Environmental Coordinator, (907) 269-0534.


4. This is to notify all bidders that the contract award process, when the Contractor specifies a DBE Goal, will be modified as explained below.

Prior to award, the Department has been allowing a low bidder who did not submit sufficient good faith efforts (GFE) documentation to submit additional DBE participation to meet the goal stated in the bid documents then. The FHWA has informed us that this practice is not allowable. If the Contractor submits GFE documentation and the documentation is found to be insufficient, the bidder is to be declared nonresponsive.

For contract DBE requirements, refer to Section 120, DBE Program.

For more information, contact the DOT&PF Civil Rights Office at (907) 269-0851 or Toll Free at 1-800-770-6236.

5. The United States Department of Transportation has recently issued new regulations for the DBE Program (49 CFR Part 26). New eligibility criteria for DBE firms have been added, including consideration of Personal Net Worth (PNW) of the DBE owner(s). This new criteria will be used to verify continued certification in the DBE Program. Contractors are requested to continue to use the same procedure they have been using until the Department can establish the PNW. If a DBE firm on a Project awarded after March 3, 1999 is decertified for failure to meet the PNW criteria, the Department will deal with the issue on a case by case basis.

6. The Materials Certification List (MCL) has been included in Appendix C. This list is provided for the Contractor to determine which materials will require submittal to the project Engineer for certification of compliance. The MCL also provides the Project Engineer with the appropriate approving authority.

7. The new 660 portion of the Materials Certification List provides additional third party certification information requirements.

8. Modify Standard drawing G-20 to only allow an offset of 300 mm.


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SECTION 101

DEFINITIONS AND TERMS

Standard Modification

101-1.03 DEFINITIONS. Add the following:

INTERIM WORK AUTHORIZATION. A written order by the Engineer initiating changes to the Contract, within its general scope, until a subsequent Change Order is executed.

(06/25/99)M 68

NON-FROST SUSCEPTIBLE. Material that contains 6 percent or less passing the 0.075 mm screen as determined by sieve analysis performed with WAQTC FOP for AASHTO T 27/T 11 on minus 75 mm material. (11/29/01)R1M98


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SECTION 103

AWARD AND EXECUTION OF CONTRACT


103-1.01 CONSIDERATION OF BIDS. Add the following after item 9.:

In addition to the circumstances described above, the Contractor may request permission from the Contracting Officer to add or replace a listed subcontractor. The request must be made in advance, in writing, specifically detailing the basis for the request, and shall include appropriate supporting documentation. The Contracting Officer will approve the request if it is determined to be in the best interest of the State. (10/28/99) M 84

103-1.02 AWARD OF CONTRACT. In the third paragraph, change “practical” to “practicable”. (06/25/99)M 69

Special Provisions

Add the following subsection:

103-1.10. ESCROW OF BID DOCUMENTATION. Furnish a legible copy of your bid documentation and an affidavit, as instructed in writing by the Contracting Officer. Bid documentation consists of written documentation of all quantity takeoffs, construction schedules on which the bid is based, cost estimates, rates of production and progress, assumptions, calculations, quotes from subcontractors and suppliers, and other information used to prepare your bid for this project.

Obtain and furnish the same level of bid documentation, for each subcontractor with a subcontract exceeding $200,000, regardless of tier.

Meet the following requirements:

1. Submitting Bid Documentation. Place bid documentation in a sealed container clearly marked “Bid Documentation” and labeled with the bidder’s name and address, submission date, and project name and number. Deliver the sealed container to the Department-designated document depository for safekeeping.

2. Affidavit . Submit directly to the Contracting Officer a signed and certified affidavit attesting that


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a. the affiant has examined the bid documentation and that it includes all documents used to prepare the bid,

b. the sealed container contains all bid documentation submitted,

c. the escrow materials were relied on to prepare the bid, and

d. should a dispute arise, the Contractor’s rights to use bid preparation documentation other than those in escrow are waived.

3. Duration and Use . The bid documentation will remain in escrow, without access by either party, until one of the following occurs:

a. There is a dispute related to Change Order. With a neutral observer present, both parties will have joint access to review and copy the files.

b. The Contractor files a written claim or initiates Contract-related litigation against the Department. With a neutral observer present, both parties will have joint access to review and copy the files.

c. The Contractor completes the Contract and the Department receives an executed Contractor’s Release (Form 25D-117) with no exceptions listed. Such action is sufficient grounds for the Contractor to obtain the release and custody of the escrow documentation.

4. Failure to Provide Bid Documentation . Refusal or failure to provide your bid documentation or affidavit renders your bid nonresponsive. Failure or refusal to provide Subcontractor bid documentation, will result in subcontract disapproval.

5. Confidentiality of Bid Documentation . Materials held in escrow are your property. Except as otherwise provided herein, the escrow materials cannot be released without your approval. The original escrow materials are returned to you once any litigation is concluded, outstanding claims are resolved, and the final release is executed.

6. Cost and Escrow Instruction . The Department pays to store all escrowed materials and instructs the depository regarding escrow.

7. Payment . Include within the overall Contract bid price all costs to comply with this subsection.


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SECTION 105

CONTROL OF WORK


105-1.02 PLANS AND WORKING DRAWINGS. Replace the fifth paragraph with the following:

Upon receipt of an approved copy of the shop working drawings, the Contractor shall furnish to the Engineer:

1. Enough additional copies to provide 8 approved sets of prints.2. One set of reproducible transparencies (polyester film).3. If requested, an electronic file in AutoCAD drawing interchange format (.DXF).

(09/30/99) M 85

105-1.06 COOPERATION WITH UTILITIES. Add the following: The Contractor shall request locates from all the utilities having facilities in the area. The Contractor shall use the locate Call Center for the following utilities:

Locate Call CenterAnchorage Area 278-3121Statewide 800-478-3121Email [email protected]

who will notify the following:

Alaska Communications SystemsAlaska Fiber StarAlaska Railroad CorporationAnchorage Water & Waste Water UtilityChugach Electric AssociationDOT St Lights, State of AlaskaENSTAR Natural Gas CompanyGCI Communications

The Contractor shall call the following utilities and agencies directly:

DOT/PF Maintenance and Operations.......................................................333-2411


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There are various utility appurtenances located within the project limits. Utilities scheduled for relocation are addressed in the following utility specific sections. Cooperate with these utilities and coordinate schedule of work to allow them access to the project for their adjustments and/or relocation.

Work around those utilities not designated for relocation in the plans and the following utility specific coordination. The Contractor shall bear the expense for any changes or additional relocation requested for Contractor convenience.

Work around all utility facilities, either existing or relocated, throughout the project unless advised by the utility that the facility is abandoned in place.

The Contractor shall bear the responsibility for any changes in contract scheduling that result in the conditions in this specification not being met. Additional coordination with the applicable utility will be required.

Schedule and coordinate the utility relocations with project construction as set forth in Section 108-1.03, Prosecution and Progress.

Right of Way and/or Construction surveying is required prior to utility relocation.

Payment will be made as follows:

1. Subsidiary to Item 642(1), Construction Surveying, if the Contractor is required to provide the surveying as part of the contract an/or

2. Under Item 642(3), Three Person Survey Party, if the construction or Right of Way staking required by the utility is either in advance of the Contractor’s two (2) week work plan, or not required by the contract.

The utility shall give the Contractor, through the Engineer, fifteen (15) calendar days advance written notice for required staking.

Provide the Utility Companies fifteen (15) calendar days advance written notice of the relocations described below to begin. The Utility Companies will not be required to work in more than one location at a time, and will be allowed to complete a specific section of work prior to commencing with another section.

Relocation or adjustment of underground utility appurtenances will not normally be performed when the ground is frozen. In addition, the utility companies may prohibit the Contractor, through the Engineer, from working near the utility’s facilities when the ground is frozen.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Specific coordination requirements for the specific utilities are included below:

Alaska Communications Systems (ACS) owns and operates an underground telephone facility with multiple cables along and crossing “C” Street. ACS will relocate a 200 pair underground cable between Station 4+220 and Station 4+520, Lt. that is in conflict with the proposed wall. The Contractor shall allow ACS fifteen (15) calendar days to complete the work.

The existing ACS fiber optic cable between stations 5+100 Lt. and 5+195 Lt. is in conflict with the proposed roadway excavation and will require relocation by ACS. As part of the relocation the fiber optic cable will be relocated into the ARRC right-of-way west of the project, placing a new manhole at station 5+195, 23 m lt. to connect to the existing cable continuing north.

A fifteen (15) day written notice shall be provided to ACS with a copy to the Engineer, of when the relocation work is to be scheduled. ACS shall be allowed twenty (20) calendar days to complete the work.

Alaska Fiber Star (AFS) owns and operates an underground fiber optic cable facility located within the railroad ballast area. This cable is in conflict with muck excavation and excavation for the railroad tracks. AFS will relocate the underground cable to a temporary overhead facility that will remain for the duration of the road and railroad construction project. The Contractor shall allow AFS ten (10) calendar days to complete the temporary crossing. The Contractor will provide a new conduit along the railroad right of way, under Item 680(1), to accommodate a new AFS cable in a permanent underground location. After all necessary work in the area of the railroad crossing has been completed, the Contractor will notify AFS that the permanent underground cable may be installed, and the temporary overhead facility removed. The Contractor shall allow AFS fifteen (15) calendar days to complete this work.

Anchorage Water and Wastewater Utility (AWWU)

AWWU water valves shall be adjusted under the provisions of Section 627, Water System, which details inspection coordination.

AWWU sanitary sewer manholes shall be adjusted under the provisions of Section 604, Manholes and Inlets. AWWU final acceptance of sanitary sewer manhole adjustment shall be in conjunction with the notification and inspection requirements in Section 627, Water System.


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Chugach Electric Association, Inc. (CEA) owns and operates an overhead electric system along and across “C” Street. No relocation work is required for the CEA facilities.

All work performed by the Contractor near or adjacent to the existing CEA facilities will conform to CEA’s Clearance Requirements. CEA’s Clearance Requirements are included as an appendix to the Special Provisions.

Enstar Natural Gas Company (Enstar) owns and operates an underground gas transmission and distribution system through out the project. None of the lines require relocation for this project.

A copy of Enstar's Safety Requirements for Excavation Adjacent to Natural Gas Pipelines is included in an appendix to the Special Provisions to familiarize contractors with safe excavation methods while working close to gas pipelines.

GCI Cable, Inc (GCI) owns and operates an underground television cable system along and across “C” Street. The underground cable crossing “C” Street at Raspberry Road is in conflict with muck excavation and must be lowered in place. GCI will lower this existing cable during muck excavation, and the Contractor shall coordinate this work with GCI. (11/9/01)R3M98

105-1.15 PROJECT COMPLETION. Delete the last paragraph and substitute the following: When all physical work and cleanup provided for under the contract is found to be complete, except for work specified under Subsection 618-3.04, Maintenance of Seeded Areas; Subsection 621-3.04, Period of Establishment; Subsection 641-2.01 Storm Water Pollution Prevention Plan (SWPPP) and Subsection 641-3.01, Construction Requirements, a letter of project completion will be issued by the Engineer. Project completion will relieve the Contractor from further maintenance responsibilities, except under Subsections 618-3.04, 621-3.04, 641-2.01 and 641-3.01, and will stop the count of contract time but will not relieve him of any obligations under the Contract. (02/06/02)R237M98


105-1.17 CLAIMS FOR ADJUSTMENT AND DISPUTES. Delete this Subsection in its entirety and substitute the following:

The Contractor shall notify the Engineer as soon as becoming aware of any act or occurrence that may form the basis of a claim for additional compensation or an extension of Contract time or of any dispute regarding a question of fact or interpretation of the Contract.


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If the matter is not resolved by agreement within 7 days, submit any Intent to Claim, in writing, within the next 14 days.

If the Contractor thinks additional compensation or time is warranted, immediately begin keeping complete, accurate, and specific daily records concerning every detail of the potential claim including actual costs incurred. Give the Engineer access to any such records and furnish the Engineer copies, if requested. Equipment costs must be based on the Contractor’s internal rates for ownership, depreciation, and operation expenses and not on published rental rates.

Submit any Claim to the Contracting Officer, in writing, within 90 days of the act or occurrence forming the basis of the claim. The Contracting Officer will acknowledge receipt of the Claim in writing.

The Contractor waives any right to claim if the Engineer was not notified properly or afforded the opportunity to inspect conditions or monitor actual costs.

The Claim must include all of the following:

1. The act, event, or condition the claim is based on.2. The Contract provisions which apply to the claim and provide relief.3. The item or items of Contract work affected and how they are affected.4. The specific relief requested, including Contract time if applicable, and the basis

upon which it was calculated.5. A statement certifying that the claim is made in good faith, that the supporting cost

and pricing data are accurate and complete to the best of the Contractor’s knowledge and belief, and that the amount requested accurately reflects the Contract adjustment that the Contractor thinks is due.

The Claim, in order to be valid, must not only show that the Contractor suffered damages or delay but that it was caused by the act, event, or condition complained of and that the Contract provides entitlement to relief for such act, event, or condition.

The Department can make written request to the Contractor at any time for additional information relative to the Claim. Provide the Department such additional information within 30 days of receipt of such a request. Failure to furnish such information may be regarded as a waiver of the Claim.

The Contractor will be furnished the Contracting Officer’s Decision within 90 days, unless the Contracting Officer requests additional information. The Contracting Officer’s Decision is final and conclusive unless, within 14 days of receipt of the decision, the Contractor shall deliver a Notice of Appeal to the Appeals Officer. C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Procedures for appeals are covered under AS 36.30.625 and AS 36.30.630. (03/26/01) M 101

Special Provision

105-1.17 CLAIMS FOR ADJUSTMENT AND DISPUTES. Add the following Any appeal to the superior court under AS 36.30.685 must be filed in the third judicial district. (3/21/01)R9


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SECTION 106

CONTROL OF MATERIAL

Special Provision

106-1.01 SOURCE OF SUPPLY AND QUALITY REQUIREMENTS. Add the following:

Buy America Provision. The Contractor shall comply with the requirements of 23 CFR 635.410, Buy America Requirements, and shall submit a completed Material Origin Certificate, Form 25D-60, prior to award of the contract.

All steel and iron products which are incorporated into the work, shall be manufactured in the United States except that minor amounts of steel and iron products of foreign manufacture may be used, provided the aggregate cost of such does not exceed one tenth of one percent (0.001) of the total contract amount, or $2500, whichever is greater. For the purposes of this paragraph, the cost is the value of the products as they are delivered to the project including freight.

“Manufactured in the United States” means that all manufacturing processes starting with the initial mixing and melting through the final shaping, welding, and coating processes must be undertaken in the United States. The definition of “manufacturing process” is smelting or any subsequent process that alters the material’s physical form, shape or chemical composition. These processes include rolling, extruding, machining, bending, grinding, drilling, etc. The application of coatings, such as epoxy coating, galvanizing, painting or any other coating that protects or enhances the value of steel or iron materials shall also be considered a manufacturing process subject to the “Buy America Requirements.”

Buy America does not apply to raw materials (iron ore), pig iron, and processed, pelletized and reduced iron ore. It also does not apply to temporary steel items (e.g., temporary sheet piling, temporary bridges, steel scaffolding, and falsework). Further, it does not apply to materials, which remain in place at the Contractor’s convenience (e.g., sheet pilings, and forms).

The North American Free Trade Agreement (NAFTA) does not apply to the Buy America requirement. There is a specific exemption within NAFTA (article 1001) for grant programs such as the Federal-aid highway program.


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When steel and iron products manufactured in the United States are shipped to a foreign country where non steel or iron products are installed on or in them (e.g., electronic components in a steel cabinet), the steel and iron is considered to meet the requirements of this subsection.

The Contractor shall take whatever steps are necessary to ensure that all manufacturing processes for each covered product comply with this provision. Non-conforming products shall be replaced at no expense to the State. Failure to comply may also subject the Contractor to default and/or debarment. False statements may result in criminal penalties prescribed under Title 18 US Code Section 1001 and 1020.

(08/31/99)S 13


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SECTION 107

LEGAL RELATIONS AND RESPONSIBILITYTO PUBLIC

Special Provisions.

107-1.02 PERMITS, LICENSES AND TAXES. Add the following: Obtain a written statement from the State Historic Preservation Officer stating that material disposal, extraction, stockpiling or staging, on any off project site, is not expected to impact any cultural resources. The State Historic Preservation Officer is with the Department of Natural Resources in Anchorage, and may be contacted at (907) 269-8715. If the Contractor discovers cultural resources during construction activities, stop work at that site and notify the Engineer.

Provide a wetland specialist able to conduct wetlands determinations and delineations in accordance with the Corps of Engineers 1987 Wetland Delineation Manual. The wetland specialist shall conduct the determination and delineations of any site outside the project limits or not previously permitted, impacted by the Contractor's operations. These delineations will be subject to Corps of Engineers approval.

Provide the Engineer a copy of all permits or clearances received prior to using any site outside the project limits. Additionally, provide the Engineer a written statement that all necessary permits or clearances have been obtained. Also provide a written statement to the Engineer listing agencies or offices contacted which responded that no additional action is required.

Add the following: The Department has received the following permits on the Contractor's behalf:

1. Department of the Army Permit M-960909 Campbell Creek 72 expiration October 31, 2002.

2. Fish Habitat Permit FG 99-II-0369 with expiration of December 31, 2003

3. The Municipality of Anchorage has also issued a Flood Hazard Permit, FHP. No: 00-0005-00.

Provide all necessary information to comply with the US Environmental Protection Agency National Pollutant Discharge Elimination System (NPDES) General Permit for Alaska to discharge storm water from the construction site. Refer to Section 641, Erosion and Pollution Control for requirements for this permit.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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107-1.08 RAILWAY-HIGHWAY PROVISIONS. Delete the first paragraph and substitute the following: If the Department determines that the construction of the project will require that materials be hauled across the tracks of any railway, the Department will make arrangements with the railway for the use of such crossings. The Contractor shall obtain permits from the Railroad if additional temporary crossings are needed.

Delete the second paragraph and add the following:

1. Definition of Terms.

a. Railroad's Chief Engineer - the person employed by the Railroad as head of its Engineering Department.

b. Field Representative - the person authorized to act for the Chief Engineer and the Alaska Railroad Corporation.

c. ARRC Representative - the person appointed to act for the Chief Engineer and the Alaska Railroad Corporation, on site during field operations. All authority given to the Chief Engineer will be assigned to this person regarding project decisions/actions.

d. Facility - any improvements owned by the Department, which are to be placed on Railroad property in accordance with a written permit executed by the Railroad, and the Department.

e. Railroad - the Alaska Railroad Corporation, P.O. Box 107500, Anchorage, Alaska 99510-7500.

f. Railroad Property - all lands owned or withdrawn for the use of the Railroad, in and including the track right-of-way and communications pole right-of-way.

g. Trackwork - all work on the line from the top of subgrade to the top of rail, including geotextile, when required.

h. Track Materials - all hardware, excluding signals and controllers, associated with the running of a railroad.


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2. General Requirements.

a. All construction, reconstruction, operation and maintenance on the Railroad Property shall be performed in compliance with these specifications.

b. Failure to comply with these specifications shall result in the suspension of all work on Railroad Property.

c. All negotiations between the Railroad and the Contractor shall be handled through the Department.

d. Experienced personnel shall perform all work on or about the Railroad Property in a safe and workmanlike manner in keeping with the approved Railroad practices, and as specified herein. Railroad traffic and property shall be protected at all times.

e. The safety and continuity of the operation of the railroad traffic shall be of first importance and shall be at all times protected and safeguarded. The Contractor and his subcontractors shall perform and arrange their work accordingly. The Railroad's Field Representative shall decide all matters involving the safety of Railroad facilities and the operation of its railroad. The approval of the Railroad's Field Representative, when given, shall not be considered as a release from responsibility or liability for any damage that the Railroad may suffer or for which it may be liable, as a result of the acts of the Contractor, his subcontractor or employees.

f. Roadway Worker Protection: Contractor must develop a plan for compliance with federal Roadway Worker Protection (“RWP”) regulations (49 CFR 214). The Contractor will submit the plan for review by the ARRC prior to any work within 100 feet of any track. The Contractor and the ARRC will reconcile the plan with ARRC’s rules for RWP (ARRC Rule 58). The subsequent final RWP plan, when approved by the ARRC, will apply to all the Contractor’s personnel, subcontractors, and other site workers.

g. Whenever in the opinion of the Railroad's Field Representative, the construction may cause a hazard to the safe operation of the Railroad, he may place at the site of the work the required number of qualified employees to protect the Railroad's operations. All Railroad cost and expense for providing such employees shall be collected from the


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Contractor, except for flagging which shall be paid for as described in the subsection entitled Flag Protection and Protection of Railroad Traffic.

h. The Contractor shall be responsible for maintaining sight triangles at all railroad crossings within the project limits and at any railroad crossing outside the project limits that is designated and used as an alternative route for traffic. Site triangle shall be maintained free of vegetation and other obstructions within the area designated by the Chief Engineer on a crossing by crossing basis.

i. The Railroad will, at the Department’s option, furnish an ARRC Representative who will have the authority to act for the Chief Engineer and the Railroad during periods of construction when the Contractor is working within 20 feet of the track in use for train traffic. The ARRC Representative will inspect the tracks at all crossings, and monitor flagging, lighting, clearances, etc., when necessary. The ARRC Representative will work directly with the Engineer. The decision of the ARRC Representative in matters pertaining to the Railroad operations and safety shall be final.

3. Field Representation . The Railroad will furnish a full-time field representative who will have the authority to act for the Chief Engineer and the Alaska Railroad Corporation during the periods of construction on Railroad Property. The Field Representative will inspect the tracks after each blast and at all crossing, and monitor flagging, lighting, clearances, etc., when necessary. He will work directly with the Engineer and the decision of the Field Representative in matters pertaining to Railroad operations and safety shall be final.

4. Insurance Requirements.

a. The Contractor shall comply with all insurance requirements and conditions specified under Subsection 103-1.05, Insurance Requirements, except that the following minimum limits shall apply for Comprehensive or General Liability Insurance:

Bodily Injury - $5,000,000 each occurrencePremises OperationsIndependent ContractorsProductsCompleted Operations


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Property Damage - $5,000,000 each occurrencePremises OperationsIndependent ContractorsProductsCompleted OperationsBlanket Contractual

b. Prior to commencement of work on Railroad Property, the Contractor shall provide evidence to the Railroad, Protective Liability insurance (Alaska Railroad as insured) with the following limits:

Bodily Injury - $5,000,000 per occurrenceProperty Damage - $5,000,000 per occurrence

5. Notice. The Contractor shall give written notice and schedule to the Department and the Field Representative not less than 10 days in advance of the commencement of any major work on Railroad Property, in order that the necessary arrangements may be made for the protection of the Railroad's operation.

6. Flag Protection and Protection of Railroad Traffic.

a. Whenever Railroad flag protection is required for the temporary crossing, this flag protection will be provided by the Railroad. Railroad flag protection is to insure the safe movement of trains and other rail traffic and will be done in strict accordance with the Railroad rules on flagging. The Alaska Railroad requires 48 hours advance notice to schedule flagging.

b. Vehicles and other construction equipment shall not be operated or parked closer than 20 feet from centerline of any track without railroad flag protection provided in accordance with Item a. above.

c. The Contractor shall coordinate with the ARRC Field Representative regarding the time of arrival of all trains and shall entirely stop any of the operations that might interfere with the safe passage of the train from 10 minutes before the expected arrival of the train until the train has passed.

7. Train Delays.

a. All work on Railroad property shall be conducted in such a manner as to prevent delays to trains or other rail traffic operated by the Railroad.


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b. The ARRC track at “C” St. crossing can be closed for construction as follows:

1) Closure will begin on October 20, October 27, or November 3, 2002 for a period not to exceed 48 hours.

2) Start of the closure will depend on arrival and departure of rail barges in Whittier. When the last train from Whittier goes over the crossing, the closure will begin. This is expected to be late on Saturday afternoon or evening.

3) The ARRC can reasonably project these train operations 48 hours in advance.

4) If train schedules do not permit the start of a closure, then the closure will be delayed to the following week. It is expected the closure will begin on one of the three dates shown in 1) above. Contractor will be expected to be ready for each closure in succession until the closure is granted. The subgrade, track construction, and temporary crossing work must be completed in one closure.

Subsequent closures of up to 8 hours will be granted around train schedules to complete the crossing. Up to three may be granted in one week during hours when no trains are running.

ANTICIPATED WORK WINDOWS DURING CONSTRUCTION

1) ARRC Track Maintenance Work Window

Section and summer work crews may need access into the work area to perform routine track maintenance work and scheduled summer major track replacement work. The routine track work is performed as necessary for the safe passage of trains.

2) Train Traffic: The track through the project is very active. The approximate number of trains is as follows:


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Season Approximate Daily Trains

3) Summer (May 6 to September 24) 4 to 12 Gravel Trains4 to 8 Passenger TrainsUp to 3 Freight Trains1 Coal Train2 to 4 Switching Trains

4) Shoulder (April 1 to May 5 & 4 to 12 Gravel Trains September 25 to October 28) Up to 4 Passenger Trains

Up to 3 Freight Trains1 Coal Train2 to 4 Switching Trains

5) Off Season Up to 2 Passenger TrainsUp to 3 Freight Trains1 Coal Train1 to 3 Switching Trains

6) Stoppage of Work for Passing Trains : All work within twenty (20) feet of the track shall stop when a train passes. In addition, any work that could come within twenty (20) feet of the track will stop when trains pass. For example, crane or pile driving activities will stop when trains pass if the possibility exists that a boom or suspended load could come within twenty (20) feet of the tracks. Pile driving shall not be done when passenger trains are passing the work site.


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c. Should any of the Contractor's or subcontractor's actions or activities cause delays to trains or other rail or water traffic, liquidated damages shall be assessed at the following rates and shall be collected from the Contractor:

Passenger Trains $50 per minute for each delay. $3,000 minimum charge.

All other trains and rail traffic $50 per minute for each delay over five minutes. $1,500 minimum charge.

Rail barges, train-ships or other connecting carrier vessels

No charge for delays of an hour or less. $1,000 per hour for each hour or any part of an hour thereafter, with a minimum charge of $6,000.

d. Delay time will be taken from the train sheet in the Railroad Dispatcher's Office, in Anchorage, (265-2649) for all delays and such train sheet shall be the official document by which the length of time a train is delayed will be determined. If another crew is needed to relieve the original crew, the charge shall also apply to the second crew. If such delay causes a water carrier to miss a sailing, the liquidated damage computation of time covering the period of time to the next possible sailing time shall be in addition to the length of time determined by said train sheet.

8. Protection of Railroad Communication Lines.

a. All work on Railroad Property shall be conducted in such a manner as to protect the Railroad's communications facilities at all times from outages resulting directly or indirectly from the Contractor's or his subcontractor's operations.


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b. Should any of the Contractor's, or his subcontractor's operations cause outages to said communications facilities, the agreed amount of liquidated damages shall be at the following rates and shall be collected from the Contractor:

Open wire communication circuits

$1.00 per minute per circuit

Communication cable $5.00 per minute per cable

c. A minimum charge of $250 will be made for each outage plus the total repair costs. The outage time shall be that as established by the Railroad's Test Board, Anchorage.

d. There shall be no equipment worked or excavation within 15 feet of any Railroad communication pole guy, anchor, or other communications apparatus unless authorized in advance by the Field Representative.

9. Railroad Crossings and Haul Routes.

a. Whenever automatic railroad crossing signals are in the permit area, these signals must remain in operating condition at all times. If, as a result of the Contractor's activities on the facility, the signals become inoperable the crossing shall be continuously protected in accordance with Subsection 107-1.08.6. until the signals are again operable.

b. The Department has obtained a temporary road-crossing permit for the Contractor's operation. The Contractor with the Field Representative shall coordinate their location and times of use.

The temporary crossing will be constructed by the Contractor and coordinated with the Alaska Railroad. The Contractor shall notify the Alaska Railroad, in writing, at least two weeks in advance of need, of the date and exact location for the temporary crossing. Upon completion of the work, the Contractor will remove the temporary railroad crossing.


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c. The flange ways of all road crossings used by the Contractor or subcontractor as haul routes or temporary road crossings shall be kept clean and free of gravel at all times and shall otherwise be maintained to the satisfaction of the Field Representative.

d. All haul routes and access roads within the Railroad property shall be reviewed and approved by the Field Representative. Operations on these routes may be suspended in accordance with Subsection 107-1.08.6,c.

10. Underground Facilities.

a. All underground utilities, including culverts, pipelines and underground power and communication lines, on Railroad property shall conform to the current American Railroad Engineering Association (AREA) / American Railroad Engineering and Maintenance-of-way Association (AREMA) / Specifications.

b. Underground facilities shall be installed under tracks and roads by boring, jacking or tunneling unless the Field Representative authorizes another method in advance. The Field Representative shall approve the proposed plan for boring, jacking or tunneling before beginning the operation. All boring, jacking or tunneling headings shall be continuously protected against any loss of ground material by shoring and/or cribbing as necessary.

c. Boring, jacking and tunneling shall be done under Railroad tracks only when Railroad flag protection is provided in accordance with Subsection 107-1.08.6.

11. Open Trenching.

a. Only when authorized in advance and in writing by the Field Representative shall any portion of the track be removed to allow trenching for installation of the facility.

b. If allowed to open trench, the track may be removed from service only at the time authorized by the Field Representative and shall be restored to service within the time period specified. Should the track not be restored to service within the time period specified, the agreed amount of


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liquidated damages shall be at the rate specified in the written authorization allowing the open trenching or the liquidated damages in accordance with Subsection 107-1.08.7., whichever is greater, and shall be collected from the Contractor.

c. Trackwork required for open trenches shall be accomplished by the Railroad.

d. Only that portion of the track structure necessary to excavate, stockpile and install the facility shall be removed. All track material removed shall be handled, stockpiled, and relaid in a manner as to avoid damage. The Contractor at his own expense shall replace any material, which is damaged.

e. The backfill of the trench under the track and in the roadbed prism shall be of the same type of material as taken out, except the top 2 feet shall be clean pit run gravel. Backfilling and compaction in the area affecting the roadbed prism shall be in accordance with the requirements of Section 204, Structure Excavation for Conduits and Minor Structures.

f. The ballast used in replacing the track shall be equal in depth and quality to that which was removed. The track shall be relaid and brought to original grade in accordance with standard Railroad practices.

12. Excavations.

a. Unless authorized in advance by the Field Representative, the top of any excavation shall not be within 20 feet of centerline of any track.

b. No water shall be allowed to stand in open excavations in the track area.

c. Bridging and shoring shall be adequate to safely carry Railroad traffic.

d. Protect open excavations continuously with flags, barricades, or watchmen as directed by the Field Representative.

e. No excavation shall be left open more than three days, unless authorized by the Field Representative.

f. The Railroad embankment, and cut slopes, shall not be disturbed any more than necessary to accommodate the construction and shall be left in a stabilized condition.


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g. Railroad ditches, culverts and roadways shall be kept clean and free of rock, gravel, construction debris and equipment at all times.

h. When blasting rock above and adjacent to the tracks, the rail shall be protected with mats on plates during blasting operations. All clean up work shall be completed in a manner that avoids damage to rails and track components. Any damage resulting from blasting operations or cleanup shall be repaired at the Contractors expense. Any additional, delay to train traffic will be subject to liquidated damages in accordance with subsection 107-1.09.6

13. Use of Explosives.

a. The use of explosives shall be accomplished in compliance with all applicable Federal, State and local laws and ordinances regarding the same.

b. No blasting of any kind will be permitted unless the Contractor thoroughly safeguards the movement of trains and other rail traffic and personnel in the area where such blasting is being conducted. Before blasting, Railroad flag protection in accordance with Subsection 107-1.08.6, shall be provided on each side of the blast area by the Contractor. This flag protection shall not be removed until the track is inspected for damage from the blast.

c. The Contractor will notify the Railroad Chief Engineer or Field Representative and the Engineer of the exact time of each blast at least two hours prior to a blast.

14. Snow Removal.

a. Snow removal operations shall be conducted in such a manner as to not place snow (1) upon the tracks of the Railroad, (2) where it interferes with the normal operation of the automatic crossing signals, or (3) impairs the visibility of either highway or rail traffic at the crossings.

b. Snow removal operations shall be conducted in accordance with Subsection 107-1.08.6.


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15. Clean-Up.

a. At all times, all work and activities on the Facility shall be accomplished in such a manner as to keep the Railroad Property in a neat and orderly condition. Upon completion of work, all equipment and unused materials shall be removed and the Railroad property shall be left in a neat and clean condition satisfactory to the Field Representative.

b. Should the Contractor or subcontractor fail to comply with this Subsection, the Railroad may perform the required clean-up. All Railroad costs and expenses for performing this work shall be collected from the Contractor.

16. Payment Guarantee.

a. The Department shall withhold 10 percent of the contract price or $10,000, whichever is smaller, from the final payment to apply against damages or other direct costs which may be assessed by the Railroad as a result of the Contractor's operations.

b. The amount withheld above shall not be released until after the Department has received a written statement from the Chief Engineer agreeing to release the payment. (8/4/93)

107-1.11 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE. Add the following: If the Contractor requires water for any construction purpose from a non-municipal water source, the Contractor shall obtain a Temporary Water Use Permit from the Water Resource Manager, and provide a copy to the Engineer. The Water Resource Manager is with the Department of Natural Resources in Anchorage and may be contacted at (907) 269-8624. (7/30/99)R7M98

107-1.16 CONTRACTOR'S RESPONSIBILITY FOR UTILITY PROPERTY AND SERVICE. Add the following before the last paragraph: When construction activities meet any of the following conditions, advise the appropriate owning Utility(s) in writing at least 24 hours in advance of work.

1. Operations anticipated being within 3 m of an overhead electrical line.

2. Operations anticipated to be within 0.9 m of an underground electrical line according to locates provided by the owning Utility.


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3. Operations requiring use of equipment that is capable of coming within 3 m of an overhead electrical line.

The notice shall indicate the location and duration of the work.

Provide an attendant whose sole responsibility is to perform as a safety observer while equipment is operating such that any part is capable of reaching within 4.6 m of an overhead line.

Providing a safety observer for overhead electrical facilities, or a cable watch for buried electrical facilities, will be subsidiary to the item(s) of work being performed requiring these services. (7/30/99)R170M98


107-1.21 FEDERAL AFFIRMATIVE ACTION. The Federal Equal Employment Opportunity, Disadvantaged Business Enterprise, and On-the-Job Training affirmative action program requirements that are applicable to this Contract are contained in the project Special Provisions and Contract Forms, and may include:

Disadvantaged Business Enterprise (DBE) Program Section 120Training Program Section 645Federal EEO Bid Conditions Form 25A-301EEO-1 Certification Form 25A-304DBE Subcontractable Items Form 25A-324ADOT&PF Training Program Request Form 25A-310Training Utilization Report Form 25A-311Contact Report Form 25A-321ADBE Utilization Report Form 25A-325CSummary of Good Faith Effort Documentation Form 25A-332ARequired Contract Provisions, Federal-Aid Contracts Form 25D-55

In addition to the sanctions provided in the above references, non-compliance with these requirements is grounds for withholding of progress payments.

(01/22/02)S 80


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SECTION 108

PROSECUTION AND PROGRESS


108-1.01 SUBLETTING OF CONTRACT. Delete the last paragraph under Item 4. and add the following to Item 5.:

The Contractor shall ensure that the required prompt payment provisions of AS 36.90.210 are included in all subcontracts.

(10/28/99) M 70

Special Provision

108-1.03 PROSECUTION IN PROGRESS. Add the following under item no. 1: Use the schedule for coordination and monitoring of all work under the contract including all activity of subcontractors, manufacturers, suppliers, utility companies and review activity of the Department. (4/22/99)R250M98

Delete Items 5 of the first paragraph and substitute the following:

5. The submittals identified under subsection 641-1.03, Submittals.

(01/31/02)R160M98

108-1.04 LIMITATIONS OF OPERATIONS. Add the following: Work associated with project MGS-STP-000S(391)/55375, Central Region Non-NHS Pavement Markings 2001/2002 shall be accomplished between May 1, 2002 and the interim completion date listed in Subsection 108-1.11 of these Special Provisions. In addition, the Contractor shall notify the Engineer 10 days in advance of his first workday or his intent to begin work. The Department will use this time to ensure the streets to be marked are cleaned by others. The Engineer will coordinate with Bill Mowl, M & O District Superintendent, to ensure the street sweeping work is completed on time.


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108-1.06 DETERMINATION AND EXTENSION OF CONTRACT TIME. Delete the 2nd paragraph under item 3 “Suspension and Extension of Contract Time,” and substitute the following: The count of Contract time shall continue through the suspension of work in the following conditions:

1) those instances where the Engineer orders suspension of the work for unsafe conditions,

2) for failure by the Contractor to carry out contractual provisions, or

3) for failure to carry out orders given by the Engineer within the limits of his contractual authority.

In the instance where the Engineer suspends a controlling item of work, through the use of a directive due to adverse weather conditions for one or more calendar days, the number of days included in the suspension period shall extend the completion date or interim completion date as set forth in Subsection 108-1.11. (2/15/01)R242M98

108-1.07 FAILURE TO COMPLETE ON TIME. Add the following: For each calendar day project MGS-STP-000S(391)/55375, Central Region Non-NHS Pavement Markings 2001/2002 remains incomplete after the interim completion date, as set forth in Subsection 108-1.11, the Contractor will be assessed liquidated damages in the amount of 5% of the Daily Charge indicated in Table 108-1 or $550 whichever is greater.

Add the following S ubsection :

108-1.11 INTERIM COMPLETION DATES. Make the 64th Avenue temporary signal system operational within 30 calendar days of receiving the Notice To Proceed. If the system is not fully operational by this date, the roadway will considered not open to full use, and payment for Item 643(23) Traffic Price Adjustment for both 64th Avenue approaches will be reduced by a the combined rate of $20 per minute.

Work on project MGS-STP-000S(391)/55375, Central Region Non-NHS Pavement Markings 20001/2002 shall not begin before May 1, 2003 and shall be completed on or before May 21, 2003.


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SECTION 109

MEASUREMENT AND PAYMENT

Standard Modifications

109-1.05 COMPENSATION FOR EXTRA WORK. 1. Labor. Replace subparagraphs e. and f., with the following:

e. plus either subsistence and travel allowances, or prorated camp costsf. plus 35% of the sum of a, c, d, and e. (02/08/01)M71

Delete item 5. and substitute the following:

5. Work by a Subcontractor. The Contractor will receive a 5% markup on the total time and materials work defined in 1 through 4 above which is performed by an approved subcontractor or owner-operator. This markup will be for administrative expenses incurred in connection with the work. No percentage will be paid on work covered under bid items in the original Contract. No percentage over the amount covered above will be paid if a lower tier subcontractor does the work.

(02/08/01)M71

109-1.05 COMPENSATION FOR EXTRA WORK. Under item 3, Equipment, change the first sentence to read … “Rental Rate Blue Book for Construction Equipment”, published by Primedia, 1735 Technology Drive, Suite 410, San Jose, CA, 95110-1313.

Under item 3, Equipment, add the following to the second paragraph: The rental rate area adjustment factors for this project shall be as specified on the adjustment maps for the Alaska - South Region. (1/27/00)R14

109-1.06 PROGRESS PAYMENTS. Add the following: Failure to submit schedules in accordance with subsection 108-1.03, Prosecution and Progress will result in withholding an amount equal to 5 percent of the total amount earned from all subsequent progress payments. The Engineer upon receipt of current schedules from the Contractor will release this amount.

Failure to comply with the requirements of the National Pollutant Discharge Elimination System (NPDES) General Permit for Alaska, as indicated under Section 641, Erosion and


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Pollution Control, will result in withholding an amount equal to 5 percent of the total amount earned from all subsequent progress payments. This amount will be released by the Engineer upon satisfactory completion of the requirements of the permit. (02/04/02)R137A

109-1.07 PAYMENT FOR MATERIALS ON HAND. Add the following: The location of stockpiled materials for payment in acceptable storage facilities off the project will be in Alaska, at a location acceptable to the Engineer. (9/1/89)R16


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Add the following section:

SECTION 120

DISADVANTAGED BUSINESS ENTERPRISE (DBE) PROGRAM

120-1.01 DESCRIPTION. The work consists of providing Disadvantaged Business Enterprises (DBEs), as defined in Title 49, CFR (Code of Federal Regulations), Part 26, with the opportunity to participate on an equitable basis with other contractors in the performance of contracts financed in whole, or in part, with federal funds. The Contractor or subcontractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of USDOT assisted contracts.

120-1.02 INTERPRETATION. It is the intent of this section to implement the requirements of 49 CFR, Part 26, and the Department's federally approved DBE Program.

120-1.03 ESSENTIAL CONTRACT PROVISION. Failure to comply with the provisions of this section will be considered a material breach of contract, which may result in the termination of this contract or such other remedy, as ADOT&PF deems appropriate. The Department also considers failure to comply with this section to be so serious as to justify debarment action as provided in AS 36.30.640(4).

120-1.04 DEFINITIONS AND TERMS. The following definitions will apply.

1. Broker . A DBE certified by the Department that arranges for the delivery or provision of creditable materials, supplies, equipment, transportation/hauling, insurance, bonding, etc., within its certified category, that is necessary for the completion of the project. A broker of materials certified in a supply category must be responsible for scheduling the delivery of materials and fully responsible for ensuring that the materials meet specifications before credit will be given.

2. Commercially Useful Function (CUF) . The execution of the work of the Contract by a DBE carrying out its responsibilities by actually performing, managing, and supervising the work involved using its own employees and equipment. The DBE shall be responsible, with respect to materials and supplies used on the Contract, for negotiating price, determining quality and quantity, ordering the material, and installing (where applicable) and paying for the material itself. To determine whether a DBE is performing a commercially useful function, an evaluation of the amount of work subcontracted, industry practices, whether the amount the firm is


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to be paid under the Contract is commensurate with the work it is actually performing and the DBE credit claimed for its performance of the work. Other relevant factors will be considered. The Engineer makes the determination of CUF after evaluating the way in which the work was performed during the execution of the Contract.

3. Disadvantaged Business Enterprise (DBE) . An enterprise which is a for-profit small business concern

a. that is at least 51 percent owned by one or more individuals who are both socially and economically disadvantaged or, in the case of a corporation, in which 51 percent of the stock is owned by one or more such individuals;

b. whose management and daily business operations are controlled by one or more of the socially and economically disadvantaged individuals who own it; and

c. has been certified by the Department in accordance with 49 CFR, Part 26.

4. DBE Key Employee . Permanent employees identified by the DBE owner in its certification file in the Department Civil Rights Office.

5. DBE Utilization Goal . The percent of work to be performed by certified DBEs that is established by the Department and specified in the Contract.

6. Good Faith Efforts . Efforts by the bidder or Contractor to achieve a DBE goal or other requirement of 49 CFR Part 26, by their scope, intensity, and appropriateness to the objective, that can reasonably be expected to fulfill the program requirement.

7. Manufacturer . A DBE certified by the Department in a supply category that changes the shape, form, or composition of original material in some way and then provides that altered material to the project and to the general public or the construction industry at large on a regular basis.

8. Notification . For purposes of soliciting DBE participation on a project and to count toward a contractor’s Good Faith Efforts, notification shall be by letter or fax transmission, with a return receipt requested or successful transmission report. Telephonic contact with a DBE may be allowed, however it shall be based on the ability of Civil Rights staff to independently verify this contact.


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9. Regular Dealer . A DBE certified by the Department in a supply category that

a. maintains an in-house inventory on a regular basis of the particular product provided to this project; and

b. keeps an inventory in an amount appropriate for the type of work using that product; and

c. offers that inventory for sale to the general public or construction industry at large (private and public sectors), not just supplied as needed on a project by project basis during the construction season, except where the product requires special or heavy equipment for delivery and the DBE possesses and operates this equipment on a regular basis throughout the construction season in order to deliver the product to the general public or construction industry at large. If the distribution equipment is rented or leased, it must be on a repetitive, seasonal basis; and may additionally

d. fabricate (assembles large components) for use on a construction project, consistent with standard industry practice, for delivery to the project.

120-2.01 UTILIZATION GOAL. The DBE Utilization Goal for this contract is shown on Form 25A324 (DBE Subcontractable Items) as a percentage of the total basic bid amount. A DBE may be considered creditable towards meeting the DBE Utilization Goal at time of Contract award, if the DBE is certified by the Department in a category covering the CUF to be performed at the time of listing on Form 25A325C (DBE Utilization Report).

A bidder shall demonstrate the ability to meet the DBE Utilization Goal or perform and document all of the required Good Faith Efforts under Subsection 120-3.02 in order to be eligible for award of this Contract.

If the quantity of work of a bid item involving a DBE firm is reduced by the Department, the DBE Utilization Goal on Form 25A325C will be reduced proportionately.

120-3.01 DETERMINATION OF COMPLIANCE

1. Phase I - Bid. Each bidder must register with the Civil Rights Office annually in accordance with §§26.11 & 26.53(b)(2)(iv) of 49 CFR, Part 26. No contract may be awarded to a bidder that is not registered.

2. Phase II - Award. The apparent low bidder will provide the following within 15 days of receipt of notice of intent to award:


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a. Written DBE Commitment. Written commitments from DBEs to be used on the project. The written commitment shall contain the following information:

1) A description of the work that each DBE will perform;

2) The dollar amount of participation by the DBE firm;

3) Written documentation of the bidder/offeror’s commitment to use a DBE subcontractor whose participation it submits to meet a contract goal; and

4) Written confirmation from the DBE that it is participating in the contract as provided in the prime Contractor’s commitment.

b. DBE Utilization Report. Form 25A325C listing the certified DBEs to be used to meet the DBE Utilization Goal.

c. Good Faith Effort Documentation. Summary of Good Faith Effort Documentation (Form 25A332A and attachments) and DBE Contact Reports (Form 25A321A) if the Contractor submits less DBE utilization on Form 25A325C than is required to meet the DBE Utilization Goal. If accepted by the Department, this lower DBE utilization becomes the new DBE Utilization Goal. If the bidder cannot demonstrate the ability to meet the DBE Utilization Goal, and can not document the minimum required Good Faith Efforts (as outlined in subsection 120-3.02 below), the Contracting Officer will determine the bidder to be not responsible.

3. Phase III - Construction .

a. Designation of DBE/EEO Officer. At the preconstruction conference, the Contractor shall submit, in writing, the designation of a DBE/EEO officer.

b. DBE Creditable Work. The CUF work items and creditable dollar amounts shown for a DBE on the DBE Utilization Report (Form 25A325C) shall be included in any subcontract, purchase order or service agreement with that DBE.

c. DBE Replacement. If the Engineer approves a DBE replacement, the Contractor shall replace the DBE with another DBE for the same work in order to fulfill its commitment under the DBE Utilization Goal. In the


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event that the Contractor cannot obtain replacement DBE participation, the Engineer may adjust the DBE Utilization Goal if, in the opinion of the Engineer and the Civil Rights Office, both of the following criteria have been met:

1) The Contractor has not committed any discriminatory practice in its exercise of good business judgement to replace a DBE.

2) If the Contractor is unable to find replacement DBE participation and has adequately performed and documented the Good Faith Effort expended in accordance with Subsection 120-3.02.

d. DBE Utilization Goal. The DBE Utilization Goal will be adjusted to reflect only that amount of the DBE's work that can not be replaced.

120-3.02 GOOD FAITH EFFORT

1. Good Faith Effort Criteria. The Contracting Officer will use the following criteria to judge if the bidder, who has not met the DBE Utilization Goal, has demonstrated sufficient Good Faith Effort to be eligible for award of the contract.

Failure by the bidder to perform and document all of the following actions constitutes insufficient Good Faith Effort.

a. Consideration of all subcontractable items. The bidder shall, at a minimum, seek DBE participation for each of the subcontractable items upon which the DBE goal was established as identified by the Department (on Form 25A324) prior to bid opening. It is the bidder’s responsibility to make the work listed on the subcontractable items list available to DBE firms, to facilitate DBE participation.

b. If the bidder can not achieve the DBE Utilization Goal using the list of available DBE firms based on the subcontractable items list, then the bidder may consider other items that could be subcontracted to DBEs.

c. Notification to all active DBEs listed for a given region in the Department's most current DBE Directory at least 7 calendar days prior to bid opening. The bidder must give the DBEs no less than five days to respond. The bidder may reject DBE quotes received after the deadline. Such a deadline for bid submission by DBEs will be consistently applied. DBEs certified to perform work items identified on Form 25A324 must be


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contacted to solicit their interest in participating in the execution of work with the Contractor. Each contact with a DBE firm will be logged on a Contact Report (Form 25A321A).

d. The bidder may reject non-competitive DBE quotes. Allegations of non-competitive DBE quotes must be documented and verifiable. A DBE quote that is more than 10.0% higher than the accepted non-DBE quote will be deemed non-competitive, provided the DBE and non-DBE subcontractor quotes are for the exact same work or service. Bidders must have a non-DBE subcontractor quote for comparison purposes. Such evidence shall be provided in support of the bidder’s allegation. Where the bidder rejects a DBE quote as being non-competitive under this condition, the work must be performed by the non-DBE subcontractor and payments received by the non-DBE subcontractor during the execution of the Contract shall be consistent with the non-DBE's accepted quote. This does not preclude increases as a result of Change documents issued by the Department.

e. Provision of assistance to DBEs who need help in obtaining information about bonding or insurance required by the bidder.

f. Provision of assistance to DBEs who need help in obtaining information about securing equipment, supplies, materials, or related assistance or services.

g. Providing prospective DBEs with adequate information about the requirements of the Contract regarding the specific item of work or service sought from the DBE.

h. Follow-up of initial notifications by contacting DBEs to determine whether or not they will be bidding. Failure to submit a bid by the project bid opening or deadline by the bidder is de facto evidence of the DBE’s lack of interest in bidding. Documentation of follow-up contacts shall be logged on the Contact Report (Form 25A321A).

i. Items c through h will be utilized to evaluate any request from the Contractor for a reduction in the DBE Utilization Goal due to the default or decertification of a DBE and the Contractor's subsequent inability to obtain additional DBE participation.

2. Administrative Reconsideration. Under the provisions of 49 CFR. Part 26.53(d), if it is determined that the apparent successful bidder has failed to meet


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the requirements of this subsection, the bidder must indicate whether they would like an opportunity for administrative reconsideration. The bidder must exercise such an opportunity within 3 calendar days of notification it has failed to meet the requirements of this subsection. As part of this reconsideration, the bidder must provide written documentation or argument concerning the issue of whether it met the goal or made adequate good faith efforts to do so.

a. The DBE Liaison Officer will make the decision on reconsideration.

b. The bidder will have the opportunity to meet in person with the DBE Liaison Officer to discuss the issue of whether it met the goal or made adequate good faith efforts to do so. If a meeting is desired, the bidder must be ready, willing and able to meet with the DBE Liaison Officer within 4 days of notification that it has failed to meet the requirements of this subsection.

c. The DBE Liaison Officer will render a written decision on reconsideration and provide notification to the bidder. The written decision will explain the basis for finding that the bidder did or did not meet the goal or make adequate good faith efforts to do so.

d. The result of the reconsideration process is not administratively appealable to US DOT.

120-3.03 COMMERCIALLY USEFUL FUNCTION (CUF).

1. Creditable Work. Measurement of attainment of the DBE Utilization Goal will be based upon the actual amount of money received by the DBEs for creditable CUF work on this project as determined by the Engineer in accordance with this Section. CUF is limited to that of a:

a. regular dealer; b. manufacturer;c. broker; d. subcontractor; e. joint-venture; orf. prime contractor.


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2. Determination of Commercially Useful Function. In order for the CUF work of the DBE to be credited toward the goal, the Contractor will ensure that all of the following requirements are met:

a. The CUF performed by a DBE certified in a supply category will be evaluated by the Engineer to determine whether the DBE performed as either a broker, regular dealer, or manufacturer of the product provided to this project.

b. A DBE trucking firm certified and performing work in a transportation/hauling category is restricted to credit for work performed with its own trucks and personnel certified with the CRO prior to submitting a bid to a contractor for DBE trucking. The DBE trucking firm must demonstrate that it owns all trucks (proof of title and/or registration) to be credited for work and that all operators are employed by the DBE trucking firm. A DBE trucking firm that does not certify its trucks and personnel that it employs on a job will be considered a broker of trucking services and limited to credit for a broker. (This does not effect the CUF of that same firm, when performance includes the hauling of materials for that work.)

c. The DBE is certified in the appropriate category at the time of

1) the Engineer's approval of the DBE subcontract, consistent with the written DBE commitment; and

2) the issuance of a purchase order or service agreement by the Contractor to a DBE performing as either a manufacturer, regular dealer, or broker (with a copy to the Engineer).

d. The Contractor will receive credit for the CUF performed by DBEs as provided in this Section. Contractors are encouraged to contact the Engineer in advance of the execution of the DBE's work or provision of goods or services regarding CUF and potential DBE credit.

e. The DBE may perform work in categories for which it is not certified, but only work performed in the DBE's certified category meeting the CUF criteria may be credited toward the DBE Utilization Goal.


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f. The work of the DBE firm must meet the following criteria when determining when CUF is being performed by the DBE:

1) The work performed will be necessary and useful work required for the execution of the Contract.

2) The scope of work will be distinct and identifiable with specific contract items of work, bonding, or insurance requirements.

3) The work will be performed, controlled, managed, and supervised by employees normally employed by and under the control of the certified DBE. The work will be performed with the DBE’s own equipment. Either the DBE owner or DBE key employee will be at the work site and responsible for the work.

4) The manner in which the work is sublet or performed will conform to standard, statewide industry practice within Alaska, as determined by the Department. The work or provision of goods or services will have a market outside of the DBE program (must also be performed by non-DBE firms within the Alaskan construction industry). Otherwise, the work or service will be deemed an unnecessary step in the contracting or purchasing process and no DBE credit will be allowed.

There will be no DBE credit for lower-tier non-DBE subcontract work.

5) The cost of the goods and services will be reasonable and competitive with the cost of the goods and services outside the DBE program within Alaska. Materials or supplies needed as a regular course of the Contractor's operations such as fuel, maintenance, office facilities, and portable bathrooms are not creditable.

The cost of materials actually incorporated into the project by a DBE subcontractor is creditable toward the DBE goal only if the DBE is responsible for ordering and scheduling the delivery of creditable materials and fully responsible for ensuring that the materials meet specifications.


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6) Unless the Engineer gives prior written approval all subcontract work, with the exception of truck hauling, will be sublet by the same unit of measure as is contained in the Bid.

7) The DBE will control all business administration, accounting, billing, and payment transactions. The prime contractor will not perform the business, accounting, billing, and similar functions of the DBE. The Engineer may, in accordance with AS 36.30.420(b), inspect the offices of the DBE and audit the records of the DBE to assure compliance.

g. On a monthly basis, the Contractor shall report on Form 25A336 (Monthly Summary of DBE Participation) to the Department Civil Rights Office the payments made (canceled checks or bank statements that identify payor, payee, and amount of transfer) for the qualifying work, goods and services provided by DBEs.

3. Decertification of a DBE. Should a DBE performing a CUF become decertified during the term of the subcontract, purchase order, or service agreement for reasons beyond the control of and without the fault or negligence of the Contractor, the work remaining under the subcontract, purchase order, or service agreement may be credited toward the DBE Utilization Goal.

Should the DBE be decertified between the time of Contract award and the time of the Engineer's subcontract approval or issuance of a purchase order or service agreement, the work of the decertified firm will not be credited toward the DBE Utilization Goal. The Contractor must still meet the DBE Utilization Goal by either

a. withdrawing the subcontract, purchase order or service agreement from the decertified DBE and expending Good Faith Effort (Subsection 120-3.02, Items c through h) to replace it with one from a currently certified DBE for that same work or service through subcontractor substitution (Subsection 103-1.01); or

b. continuing with the subcontract, purchase order or service agreement with the decertified firm and expending Good Faith Effort to find other work not already subcontracted out to DBEs in an amount to meet the DBE Utilization Goal through either

1) increasing the participation of other DBEs on the project;


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2) documenting Good Faith Efforts (Subsection 120-3.02, items c through h); or

3) by a combination of the above.

4. DBE Rebuttal of a Finding of no CUF. Consistent with the provisions of 49 CFR, Part 26.55(c)(4)&(5), before the Engineer makes a final finding that no CUF has been performed by a DBE firm the Engineer will coordinate notification of the presumptive finding through the Civil Rights Office to the Contractor, who will notify the DBE firm.

The Engineer, in cooperation with the Civil Rights Office, may determine that the firm is performing a CUF if the rebuttal information convincingly demonstrates the type of work involved and normal industry practices establishes a CUF was performed by the DBE. Under no circumstances shall the Contractor take any action against the DBE firm until the Engineer has made a final determination. The Engineer’s decisions on CUF matters are not administratively appealable to US DOT.

120-3.04 DEFAULT OF DBE. In the event that a DBE firm under contract or to whom a purchase order or similar agreement has been issued defaults on their work for whatever reason, the Contractor shall immediately notify the Engineer of the default and the circumstances surrounding the default.

The Contractor shall take immediate steps, without any order or direction from the Engineer, to retain the services of other DBEs to perform the defaulted work. In the event that the Contractor cannot obtain replacement DBE participation, the Engineer may adjust the DBE Utilization Goal if, in the opinion of the Engineer, the following criteria have been met:

1. The Contractor was not at fault or negligent in the default and that the circumstances surrounding the default were beyond the control of the Contractor; and

2. The Contractor is unable to find replacement DBE participation at the same level of DBE commitment and has adequately performed and documented the Good Faith Effort expended in accordance with items c through h of Subsection 120-3.02 for the defaulted work; or

3. It is too late in the project to provide any real subcontracting opportunities remaining for DBEs.


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The DBE Utilization Goal will be adjusted to reflect only that amount of the defaulted DBE's work that can not be replaced.

120-4.01 METHOD OF MEASUREMENT. The Contractor will be entitled to count toward the DBE Utilization Goal those monies actually paid to certified DBEs for CUF work performed by the DBE as determined by the Engineer. The Contractor will receive credit for the utilization of the DBEs, as follows:

1. Credit for the CUF of a DBE prime contractor is 100% of the monies actually paid to the DBE under the contract for creditable work and materials in accordance with 49 CFR 26.55.

2. Credit for the CUF of a subcontractor is 100% of the monies actually paid to the DBE under the subcontract for creditable work and materials. This shall include DBE trucking firms certified as a subcontractor and not a broker. Trucks leased from another DBE firm shall also qualify for credit and conforms to the provisions of 49 CFR 26.55(d).

3. Credit for the CUF of a manufacturer is 100% of the monies paid to the DBE for the creditable materials manufactured.

4. Credit for the CUF of a regular dealer of a creditable material, product, or supply is 60% of its value. The value will be the actual cost paid to the DBE but will not exceed the bid price for the item.

5. Credit for the CUF of a broker performed by a DBE certified in a supply category for providing a creditable material, product or supply is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the cost of the procurement contract for the creditable item.

6. Credit for the CUF of a broker performed by a DBE certified in the transportation/hauling category for arranging for the delivery of a creditable material, product or supply is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the cost of the hauling subcontract.

7. Credit for the CUF of a broker performed by a DBE certified in a bonding or insurance category for arranging for the provision of insurance or bonding is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the premium cost.

8. Credit for the CUF of a joint venture (JV) (either as the prime contractor or as a subcontractor) may not exceed the percent of the DBE's participation in the joint


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venture agreement, as certified for this project by the Department. The DBE joint venture partner will be responsible for performing all of the work as delineated in the certified JV agreement.

120-5.01 BASIS OF PAYMENT. Work under this item is subsidiary to other contract items and no payment will be made for meeting or exceeding the DBE Utilization Goal.

If the Contractor fails to utilize the DBEs listed on Form 25A325C as scheduled or fails to submit required documentation to verify proof of payment or documentation requested by the Department to help in the determination of CUF, the Department will consider this to be unsatisfactory work. If the Contractor fails to utilize Good Faith Efforts to replace a DBE, regardless of fault (except for Subsection 120-3.04 item 3), the Department will also consider this unsatisfactory work. Unsatisfactory work may result in disqualification of the Contractor from future bidding under Subsection 102-1.13 and withholding of progress payments consistent with Subsection 109-1.06. (11/17/00)S 33


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SECTION 201

CLEARING AND GRUBBING

Special Provisions

201-2.01 GENERAL. Add the following: Contractor shall stake and flag the limits of construction per Contract drawings. The Project Engineer shall approve staking before clearing and grubbing begins.

The Contractor shall be responsible for replacement of any trees removed from within the staked flagged area. Replacement shall be provided at the same size and of the same species removed. If the size of existing trees makes replacement impossible on the one for one basis, caliper shall determine the replacement number of trees. Every millimeter of caliper removed shall be replaced by 2mm of caliper of the same species measured in 10mm increments. Trees provided for replacement shall have a minimum caliper size of 75mm and shall be approved by the Project Engineer.


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SECTION 202

REMOVAL OF STRUCTURES ANDOBSTRUCTIONS

Special Provisions

202-1.01 DESCRIPTION. Add the following: Remove the existing Campbell Creek Bridge, concrete retaining wall, sidewalk, metal railing, and sheet pile wall as indicated on the plans.

202-3.01 GENERAL. Add the following: Carefully remove all fences designated by the Engineer to the right-of-way limit, or to the end of the span beyond the right-of-way limit. These materials belong to the property owners, and shall be salvaged and stacked neatly in their yards. After construction of any noise barrier or fence is complete, use salvaged fencing to fill possible fencing gaps behind the property line. Use salvaged fencing in accordance with Section 607, for reconstructed fences.

202-3.03 REMOVAL OF BRIDGES, CULVERTS AND OTHER DRAINAGE STRUCTURES. Add the following: This work includes removing and disposing of the following elements of the existing Campbell Creek Bridge No. 971:

1. cast-in-place concrete deck,

2. stay-in-place forms,

3. bridge rail,

4. top portions of the concrete abutment and wingwall,

5. bridge pier

6. expansion devices, and

7. miscellaneous hardware.

The existing bridge is a two lane, 24 meters long, 12.6 meters wide, single span, with a paved deck.

Notify the Engineer 5 days before removing deck sections. Remove deck sections in such a manner that damage is not done to the supporting structural steel members. The C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Engineer will identify any bridge girders to be salvaged. Contact Russell Cartier at 269-5725 before transporting. Deliver the girders to the Maintenance Yard at Boniface and Tudor Road. Strip girders identified for salvage clean of all concrete and deliver them to the location designated by the Engineer. Repair any damage to structural steel due removal or transport operations at no expense to the Department.

***deleted***

***deleted***

***deleted***

Remove the reinforced concrete retaining wall, sidewalk, metal railing, and sheet pile wall as indicated on the plans.

202-3.05 REMOVAL OF PAVEMENT, SIDEWALKS, AND CURBS. Add the following: Removed pavement will be come property of the Contractor. Pavement removed does not have to be processed and may be used for embankment construction if it is not used in the structural section or exposed after the embankment surface has been completed.

202-5.01 BASIS OF PAYMENT. Add the following:

Obliterated sidewalk will be subsidiary to Item 202(2) Pavement Removal.

Item 202(13). Payment for the actual amount of fence taken down, disposed or delivered to the owner, regardless of the type or height

Item 202(17). Payment will include all labor, equipment and materials necessary to remove and dispose of the cast-in-place concrete deck, stay-in-place forms, bridge rail,


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expansion devices, portions of abutment and wingwalls and miscellaneous hardware as shown on the plans and as accepted by the Engineer. These bridge elements shall become the property of the Contractor.

Removal, modification and reinstallation of lateral bracing, including temporary bracing, will be paid under Item 504(1) Structural Steel.

(2/2/00)R108M98

Add the following pay items:

Pay Item No. Pay Item Pay Unit

202(13) Removal of Fence Meter

202(17) Removal of Bridge Lump Sum

(2/2/00)R17M98


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SECTION 203

EXCAVATION AND EMBANKMENT

Special Provisions

203-3.02 EMBANKMENT CONSTRUCTION. On page 88, delete the first sentence of the second paragraph, and substitute the following: Place roadway embankment of earth materials in horizontal layers not exceeding 200 mm in thickness measured before compaction. Each layer of classified material shall have its joint offset from the joint below, longitudinally by 300 mm and transversely by 3 m.


203-3.02 EMBANKMENT CONSTRUCTION. Delete the 11th paragraph in its entirety and replace with the following:

Place rock embankment in lifts equal to the average rock dimension. Restrict maximum rock dimension to 1 m. Distribute spalls and finer rock fragments to level and smooth each lift. Place succeeding lifts without damaging previously completed lifts. Dump rock on the lift being constructed and distribute by blading or dozing to minimize voids, pockets, and bridging and to form a dense, well-compacted embankment. Avoid placing rocks exceeding 200 mm within 600 mm of finished subgrade.

In the 12th paragraph, first sentence, delete the words “from excavation”.

In the 12th paragraph, third sentence, insert the words “from excavation” after “wasted rock”.(02/08/01)M92

Special Provisions

203-3.02 EMBANKMENT CONSTRUCTION. Add the following: Where the Plans call for placement of selected material and excavation is required, the existing material may be left in place at the Engineer’s discretion if tests determine that it will meet the appropriate selected material requirements. Any reduction in excavation or Borrow quantities as a result of this condition shall not constitute a basis for adjustment for adjustment in contract unit prices except as provided for in Section 104 Scope of Work. (3/14/02)R23M98


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Construction of Pathway in Surcharged Area

1. Initial Lift. Place an initial lift 1.3 meters thick, of Selected Material, Type A on top of the geotextile reinforcement by end dumping the material onto the advancing embankment and spreading over the end with one dozer. The dozer shall not exceed 22,700 kilograms. Limit the end dump truck to a maximum total load weight of 22,700 kilograms, including the weight of the truck.

Increase the thickness of the initial lift where the initial lift is placed in areas of standing water. The initial lift embankment shall be a minimum of 0.3 meters above the water. Maintain a minimum thickness of 1.3 meters for the initial lift.

2. Embankment Construction Above Initial Lift. Place surcharge embankment material in 0.6 meter lifts from the top of the initial lift up to a total embankment height of 2 meters above original ground, or to the bottom of the surcharged layer, whichever is lower. The material does not have to meet any moisture or density requirements. The surcharge embankment material shall set for a period of 24 hours in between lifts. Once the embankment has reached the 2 meter above original ground or the bottom of surcharge layer elevation the embankment material will set for one week before adding the remainder of the surcharge material.

3. Surcharge Layer. The surcharge layer may be placed in one lift with no compaction requirements. Muck to surcharge transitions shall be 10 meters in length. Muck before placing the initial surcharge embankment lift. Leave surcharge material in place for 60 days. Then remove surcharge material. Surcharge removal shall be paid as common excavation. Incorporate the material into the project.

203-3.03 CONSTRUCTION OF EMBANKMENTS WITH MOISTURE AND DENSITY CONTROL. Delete this subsection in its entirety and substitute the following: Construct embankments with moisture and density control from specified materials placed and compacted at approximately their optimum moisture content. Dry or moisten material as required.

Compact embankment material to not less than 95% of the maximum dry density as determined by AASHTO T 180, or ATM T-12. The Engineer will determine in-place field densities using ATM T-3, or ATM T-11.

The Engineer will determine the maximum dry density of free-draining, non-plastic, cohesionless materials with less than 10% by weight passing the 0.075 mm sieve using C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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ATM T-12. (For some materials it may be necessary to perform both ATM T-12 and AASHTO T 180, in which case the highest maximum dry density is used.) For materials with greater than 80% by weight passing the 4.75 mm sieve, AASHTO T 180, Method A with the plus 4.75 mm material removed and treated as oversize will be used. AASHTO T 180, Method D will be used for materials with greater than 60% by weight passing the 19.0 mm sieve with the plus 19.0 mm material removed and treated as oversize.

AASHTO T 180 will be performed in accordance with Note 7 (the 12 hour stand time may be waived if the sample has not been dried to less than four percentage points below the optimum moisture content) and modified so that the moisture content of each trial is determined from the complete specimen and reported to the nearest 0.1%. Section 13 is modified to include: 13.1.6 Bulk Specific Gravity of the oversize material; 13.1.7 Apparent Specific Gravity of the tested material minus the oversize; and 13.1.8 Zero Air Voids Curve calculated and plotted in accordance with ASTM D 1557, Sections 11.2 and 11.5. (4/7/00)R193M98

Add the following: Compact embankment within 6 meters of a bridge abutment full width to not less than 100 percent of the maximum density. All material used within this zone shall be graded to pass the 75 millimeter sieve. (2/1/00)R113M

203-4.01 METHOD OF MEASUREMENT. Add the following: No deduction from the excavation quantities will be made for pavement removed under Item 202(2) Removal of Pavement.

No deduction from muck excavation quantities will be made for grubbing under Item 203(4).

203-5.01 BASIS OF PAYMENT. Add the following: Grading and placement of material used within 6 meters of bridge abutments will not be paid for directly, but will be subsidiary to Item 203(6A) Borrow, Type A.

(2/1/00)R113M98


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SECTION 204

STRUCTURE EXCAVATION FOR CONDUITS

AND MINOR STRUCTURES

Special Provisions

204-4.01 METHOD OF MEASUREMENT. Add the following after the first paragraph: When the pay unit is by the Lump Sum, no measurement will be made.

204-5.01 BASIS OF PAYMENT. Replace the first paragraph with the following: Item 204(2) payment includes placing and compacting of all backfill and bedding when the materials used are obtained from excavation, formation of any embankments made with surplus material from structure excavation and disposal of all surplus or unsuitable excavation.



204(2) Structure Excavation Lump Sum


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SECTION 205

EXCAVATION, BACKFILL AND FOUNDATION FILL FOR STRUCTURES

Special Provisions

205-3.03 BACKFILL. Add the following: All backfill placed within 0.3 m of a structural unit shall be graded to pass the 75 mm sieve.

205-5.01 BASIS OF PAYMENT. Add the following: Grading and placement of material used within 0.3 m of structural units will be subsidiary to Item 203(6A) Borrow, Type A.

(7/24/95)R154M


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Add the following Section:

SECTION 240

RAILROAD TRACKWORK & CONSTRUCTION

Special Provisions

240-1.01 GENERAL. The Contractor shall be responsible for all railroad trackwork and construction items associated with this project to the limits shown. All work on ARRC property shall be conducted in strict accordance with the requirements contained in Section 107-1.08 RAILWAY PROVISIONS of these specifications. Unless otherwise specified, all track materials and work methods shall comply with the applicable standards contained herein. The required alterations of the existing crossing signals shall be performed under the provisions contained in Section 617 of these specifications.

240-1.02 SUMMARY OF WORK. The work involved in this project consists of, but is not necessarily limited to, the following activities:

A. Remove existing modular crossings together with paved approaches within 3.6 meter left and right of centerline of tracks.

B. Remove existing tracks to the excavation limits shown.C. Excavate and stockpile existing crushed stone ballast.D. Install new track as specified on the plans for the trackwork area.E. Resurface main line tracks and raise to design line and grade.F. Install Modular and Asphalt Pathway crossings.G. Railroad Crossing signals (Section 617).

240-1.03 DEFINITIONS.

A. ARRC. Alaska Railroad Corporation

B. AREA and AREMA . American Railway Engineering Association and its successor organization, American Railway Engineering and Maintenance-of-way Association.

C. W.C.L.I.B . West Coast Lumberman’s Inspection Bureau

D. FRA . Federal Railroad Administration


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240-1.04 REFERENCED STANDARDS

A. ARRC Standard Plans, Ballast and Trackwork.

B. AREA/AREMA Manual for Railway Engineering–Fixed Properties

C. AREA/AREMA Portfolio of Trackwork Plans

D. All standards listed in each section of these specifications, but referenced thereafter by a basic designation only i.e. AREA/AREMA, form a part of the specifications to the extent indicated by the reference. The most recent edition of the standard at the time of advertising shall apply.

240-1.05 REFERENCED DRAWINGS

Drawings titled sheets R1 through R11 dated 02-16-01 are incorporated by reference herein and made a part of these specifications..

240-1.06 STORAGE

Storage facilities shall be in areas designated by the Engineer.

240-1.07 CLEAN-UP

A. At the end of each day’s work, the job site shall be cleaned up and left in a neat and workman like condition.

B. Before calling for a final inspection the entire premises shall be cleaned up to the satisfaction of the Engineer.

240-1.08 SURVEYING

The Contractor shall furnish all surveying work necessary for the performance of this project.


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240-1.09 OWNERSHIP

Notify the Engineer, five (5) days prior to removing the track and crossing materials for disposal. At that time, the Engineer will physically identify portions of track and materials to be salvaged. All track and associated hardware so designated will be delivered to the Alaska Railroad. All remaining items removed become the property of the Contractor.


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Add the following Section:SECTION 241

RAILROAD BALLAST

241-1.01 DESCRIPTION. This work shall consist of furnishing, placing, tamping and shaping railroad ballast and surfacing and lining new and existing track and turnout, in conformance with the lines, grades and thicknesses shown on the plans.

241-2.01 MATERIALS Subballast shall consist of material meeting the minimum requirements of Section 301, Aggregate Base Course, Type C-1. Prepared ballast shall be crushed shot rock or crushed pit-run rock, size no. 4A,composed of hard, strong and durable particles, free from injurious amounts of deleterious substances and conforming to the following test standards:

TEST TEST PROCEDURE TEST STANDARD

Gradation Tests:

Sampling Aggregates ASTM D75ASTM C702

Sieves with Square Openings ASTM E11Sieve Analysis ASTM C136 See table belowMaterials Finer Than No. 200 ASTM C117 See table below

Material Quality Tests:

Bulk Specific Gravity ASTM C127 2.60 min.Absorption ASTM C127 1.0 max.Magnesium Sulfate Soundness ASTM C88

(Five Cycles) 1.0% max.Clay Lumps & Friable Particles ASTM C142 0.5% max.Flat and/or Elongated Particles USACE CRD-C119 5.0% max.Degradation (LA Abrasion) ASTM C535 30 max.Fractured Particles see description below 75% min.


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TYPE 4A BALLAST GRADATIONS

Sieve Size Percent Passing

63 mm 100

50 mm 90-100

37.5 mm 60-95

25 mm 10-35

19 mm 0-10

9.5 mm 0-3

75 µm 0-0.3

Fractured Particles Test:

A representative sample is obtained and sized using current ASTM methods of Test. From each coarse aggregate fraction representing five percent or more of the submitted sample, split a representative portion into samples of within 10 percent of the weight specified below:

SIEVE SIEVE WEIGHT IN KGS.PASSING RETAINED +/- 10 PERCENT

63.5 mm 50 mm 6.50 mm 37.5 mm 537.5 mm 25 mm 225 mm 20 mm 0.620 mm 12.5 mm 0.29.5 mm 4.75 mm 0.06

Each sample shall then be separated into fractured and non-fractured particles according to the following criteria:

A fractured particle shall be a particle with three or more fractured faces. Each fractured face on the fractured particle must have a freshly exposed rock surface with a maximum dimension of a least one third the maximum particle dimension or 9.5 mm whichever is less and a minimum dimension of a least one quarter of the maximum particle dimension. The included


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angle formed by the intersection of the average planes of adjoining fractured faces must be less than 12.35 degrees for each of the faces to be considered as a separate fractured face.

Particles that do not meet the above criteria will be classified as non-fractured faces.The fractured particles for each sample will be calculated as a percentage by the following formula:

Fractured Particles = Weight of fractured particles x 100 Original Weight

The Contractor shall engage the service of a qualified Professional Engineer registered in the State of Alaska to oversee performance of the referenced test in the rock source and the processed ballast. All sampling and testing shall be done either by the Professional Engineer himself or by a qualified and experienced technician working under the direction of the Professional Engineer. Samples of processed ballast shall be taken directly off the belt to minimize segregation and contamination. A testing laboratory selected by the Contractor and approved by the ARRC shall do material quality tests.

The frequency of tests shall be as follows:

A. Pre-Manufacturing Tests: Prior to production of ballast, the Contractor shall submit whole and crushed samples of the proposed source rock along with test reports that verify that they conform to the Specifications.

B. Start-up Manufacturing Test: When ballast manufacturing begins another full battery of tests shall be run to verify that the ballast manufactured conforms to the specifications.

C. Periodic Full Testing: Whenever the nature of the source rock changes significantly, such that conformance with specifications is in doubt, above tests shall be redone as appropriate to verify conformance and the results submitted for approval.

D. Periodic Gradation Testing: The gradation tests and visual monitoring of degree of fracture shall be performed during manufacturing on every 840 cubic meters of ballast that is produced, but at least daily. A complete fractured particle test shall be run on every 4,200 cubic meters of ballast manufactured.

All test reports shall be submitted to the State for approval. The Professional Engineer shall verify that all test reports are accurate and shall indicate whether or not they


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conform to these specifications. Any tests that fail to conform shall be brought to the immediate attention of the State's Project Manager and immediate steps shall be taken to bring manufacturing into conformance.

CONSTRUCTION REQUIREMENTS

241-3.01 GENERAL. The ballast shall be manufactured, handled, stockpiled and delivered in such a manner that it is kept clean and free from segregation. Stockpiling of ballast will only be allowed over firm stable base areas. In order to minimize segregation, ballast shall be stockpiled in more or less horizontal layers with no dumping over the sides of the stockpile allowed. Travel of construction machinery and other vehicles over the top of the stockpile shall be kept to a minimum. Ballast dumped on subgrade prior to track or turnout construction shall be kept free from material tracked in by construction equipment. Ballast dumped on skeleton track and turnouts shall be distributed uniformly during the dumping operation to minimize the carrying or regulating required to provide the designed ballast section.

241-3.02 BALLAST HANDLING. Ballast shall be kept clean and free from segregation during handling and placing operations. Contractor shall submit his plan for handling and placing ballast. This plan shall include source, type of equipment to be used, location of stockpiles, and method of distribution.

241-3.03 PLACEMENT OF INITIAL BALLAST. An initial layer or layers of ballast may be uniformly distributed over the finished sub-ballast and compacted before tie distribution at the option of the Contractor. The initial layer of ballast shall be limited to a total compacted depth that will establish the track surface at least 2 in. below final grade. Contractor shall repair subgrade fouled or disturbed by Contractor’s operations at no additional cost to State.

A. Each lift of ballast within the initial layers shall be uniformly spread and compacted with not less than two passes of a vibratory compactor with the following characteristics:

Gross weight 2,250 kgs. minimumDrum width 1.4 m minimumDrum diameter 1 m minimum

Each compacted lift within the initial layers shall not exceed a depth of 100 mm.


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B. The vibratory compactor shall have a weight of not less than 2250 kgs. and shall be capable of applying a dynamic load of not less than 8,100 kgs. at a frequency between 1,100 to 2,000 vibrations per minute. The compacting equipment selected by Contractor shall be subject to inspection and acceptance by Engineer.

241-3.04 SURFACING OF TRACK. Ballast placed between the limits shown on the plans shall be placed with equipment that will not damage the cross ties or the spiking and anchoring holding capacity.

A. Vibratory squeeze-type tampers shall be used to compact ballast after final vertical track alignment has been achieved. Tools shall be maintained to manufacturer's specifications. Ballast shall be packed tightly under and around the tie from a point 450 mm inside each rail on both sides of the tie to the ends of the tie. Ballast around the center of the tie between the above limits shall not be compacted.

B. Contractor shall prepare for Engineer's review and approval a detailed tamping procedure specification covering tamping equipment methods. The specification shall include a complete description of equipment to be used and variables that can be adjusted such as:

1. Number of insertions of tamping tools per tie.2. Number of passes of tamping machine.3. Depth of penetration.

After tamping is complete, ballast shall be regulated to the design ballast section and all ballast removed from the top of cross ties, tie plates and base of rail. Contractor shall prepare for Engineer's review and approval a detailed raising, aligning, tamping and regulating procedure.

241-3.05 TEMPORARY CROSSING.

A. When regular railroad crossing are used as haul routes inside or outside the permit area, flagmen shall be provided by the Contractor for said crossings in all situations at the discretion of the Railroad.

B. Temporary road crossings may be installed, provided the Contractor has acquired from the Railroad a temporary road crossing permit for said crossing.

The temporary crossing shall be constructed to the standards specified in the temporary crossing permit. All protective signs required by the Railroad shall be


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provided and properly maintained by the Contractor. When a temporary railroad crossing is in use, Railroad flag protection shall be provided at all times in accordance with Subsection 107-1.08.5. When not in use during the winter season, the temporary crossing shall be removed unless specifically allowed in the temporary crossing permit. Upon completion of the work or termination of the temporary crossing permit, the temporary railroad crossing shall be removed and the area restored to its original condition.

C. The flange ways of all road crossing used by the Contractor or subcontractor as haul routes or temporary road crossings shall be kept free of gravel at all times and shall otherwise be maintained to the satisfaction of the Railroad’s Chief Engineer.

D. When a temporary or private road crossing is not in use, the Contractor shall provide suitable barricades (gates with padlocks, posts driven into the ground, etc.) to prevent vehicular access to the crossing.

241-4.02 METHOD OF MEASUREMENT. Ballast placed between the limits shown on the plans will be measured by the ton in accordance with Section 109. No payment will be made for ballast material that is outside the design lines, grades and section envelope.

241-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the contract unit price, per ton for the pay item shown in the bid schedule, completed in place.

Payment will be made under:


241(1) Railroad Ballast Megagram

241(2) Railroad Subballast Megagram


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SECTION 242

TRACKWORK

Special Provisions

242-1.01 DESCRIPTION. This work consists of furnishing and constructing skeleton track to the alignment and limits shown on the plans. This work will also include removal of existing track at the proposed road crossings.

242-2.01 MATERIALS. The Contractor shall purchase and deliver all track material to construct skeleton track. The material shall conform to the current AREA/AREMA "Manual for Railway Engineering" and as detailed in this specification.

A. New Standard Carbon Rail: Rail shall be 115# RE Rail Section and conform to the latest revision of the AREA/AREMA Manual, Chapter 4, Rail Specifications for steel rail and the ARRC Standard Plan 3.1. Rail shall be drilled at both ends. Rail shall be end hardened, 80 feet in length per AREA/AREMA Chapter 4, paragraph 2.1.11.

B. New High Strength Rail: Rail shall be 115# RE Rail Section and have a Brinell Hardness range of 341-388. Rail may be either head hardened or fully heat-treated and conform to the latest revision of the AREA/AREMA Manual, Chapter 4, Rail Specifications for steel rail and the ARRC Standard Plan 3.1. Rail shall be drilled at both ends for 6 hole joint bars. Rail shall be 80 feet in length per AREA/AREMA Chapter 4, paragraph 2.1.11.

C. Track Spikes: Use Pandrol screws or approved screws.

D. Rail Anchors: Use Pandrol clips or approved clips.

E. Tie Plates: Use Pandrol plates or approved plates.

F. Angle Joint Bars: Angle joint bars shall be new 900 mm headfree, standard toeless, 6 holes for 115# rail with hole spacing to fit rail drilling per ARRC plan 5.12. Joint bars shall be quenched or medium carbon steel, rolled steel only, heat #16. Hole diameter shall be 28 mm.


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G. Track Bolts, Nuts & Washers: Bolts and nuts shall be new and manufactured in accordance with AREA/AREMA Section 4.1.15. Bolts shall be of the appropriate size for the bolt hole of the rail and bar and sufficient length for a full nut, lockwasher and 1-½ threads exposed after tightening, but not to exceed a 25 mm exposure after tightening. Lockwashers shall be new per ARRC Plan No. 7 and sized for the bolt diameter.

H. Cross Ties: Cross Ties shall be treated 175 mm x 225 mm x 3 m per ARRC Standard Plan 1.13. Cross ties shall be manufactured in accordance with AREA/AREMA Manual for Railway Engineering, Chapter 3; W.C.L.I.B. Grading Rules #17, paragraph 192b; and this specification. Hardwood ties shall be used in all curved track and grade crossings.

1. Timber: Cross ties shall be sawn from sound, straight live timber, free from any defect that might impair durability and/or strength. Multiples or combinations will not be accepted. Cross ties shall be cut square at the ends and have all bark that impairs treatablility entirely removed.

2. Stump Pull: Stump pulls will be graded the same as holes or splits in the end of a tie. Cross ties with a stump pull that goes into the interior more than 125 mm will be rejected.

3. Wane: Cross ties shall have a minimum 200 mm face. Minimum face specifications apply to the entire length of the cross tie. All wane shall be free of bark.

4. Knots: A knot exceeding in diameter one quarter (1/4) of the width of the surface on which it appears will be rejected if it occurs in the rail bearing area. Outside the rail bearing area, knots will be accepted up to a diameter of one third (1/3) of the surface on which they appear. A cluster of knots will be judged as being a large knot in damaging effect. Rail bearing area shall be defined as 500 mm to 1.0 m from center of tie.

5. Cross Grain: Any cross tie with cross grain exceeding one in fifteen will be rejected.

6. Straightness: A cross tie will be considered straight when (1) a straight line along the top from middle of one end to middle of the other end is not closer than 75 mm from either side of tie, and (2) when a straight line along a side from middle on one end to the middle of the other end is everywhere more than 62.5 mm from top or bottom of the tie.


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7. Bark: Any cross tie containing more than a minimal amount of ingrown bark will be rejected.

8. Saw Kerf: A saw kerf is not required.

9. Mill of Manufacture Certification: A mill certification is required indicating that inspections have been performed and that the product is in conformance with specifications. The mill certification must also indicate the species of wood. All ties that pass the inspection will be clearly marked and identified as ARRC ties; unmarked ties will not be accepted.

10. Treatment: All treatment shall meet the specifications of the American Wood Preservers Association Standards Book C6 and the following guidelines. A treatment report shall be accurately completed for all charges and at a minimum shall contain the following:

a. Charge numberb. Datec. Wood species and sized. Total retort time in hourse. Conditioning time in hoursf. Pressing time in hoursg. Retention in pounds per cubic footh. Average penetration to be shown for oaki. Initial air time, if applicablej. Gauge readings and timesk. Treating operator's signaturel. Seasoned condition (dry or green), if green show moisture content.m. Final Vacuum

Wright of solution at 40 Cn. Work tank number and cylinder number

The preservative shall consist of a mixture of 50 percent by volume of creosote oil and 50 percent by volume of residuum oil, 50/50 coal tar solution may also be used. Final readings shall be entered on the treating report. Treating reports and charts shall become a permanent record maintained by the treating company with open access to ARRC personnel.

11. Care of Treated Wood: Extreme care shall be used in handling treated cross ties to avoid damage to the edges of the timbers or breaking through the treated portions and exposing untreated wood. The use of peavies, cant hooks, picaroons, long hooks or pointed tools shall be such as not to break


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through the treated portion of the wood. If damage during handling which could potentially impair the longevity of material service life, this material shall then be retreated at the vendor's expense. All cost associated with retreatment, including oil, shall be the responsibility of the vendor.

12. Boring: All cross ties shall be bored and adzed in conformance to the ARRC Standard Tie Boring and Adzing Plan 1.13. Adzing may be deleted if vendor will certify that ties furnished will be flat and provide a uniform bearing surface for the tie plates.

13. Anti-splitting Devices: All hardwood cross ties shall have steel multi-nail anti-splitting end plates in accordance with AREA/AREMA Manual of Railway Engineering, Chapter 3, Section 1.8 titled "Ties and Wood Preservation", Section 1.9.2.3 titled "Nail Plates", and Section 1.10.3 titled "Nail Plates".

14. Species: Acceptable softwood species are Western Hemlock, Ponderosa Pine and Lodgepole Pine. No other softwood species will be accepted. Acceptable hardwood species are Red Oak, White Oak, Hickory, Black Walnut, Gum, Beech, Ash, White Heart Sycamore, Hackberry and Hard Maple.

242-3.01 CONSTRUCTION REQUIREMENTS. Track construction shall be performed in accordance with the ARRC Standards, AREA/AREMA Manual for Railway Engineering and as specified in this document. Scope of construction includes but is not limited to, unloading and distribution of track material, distribution and spacing of cross ties, laying, bolting and spiking rail, field welding of joint rail, placing rail anchors, raising, aligning and tamping track, and shaping ballast to the design section.

Construction procedures and methods shall be employed that keep the railroad sub-ballast and ballast sections from becoming rutted or disturbed and any operation that causes damage shall be stopped immediately. Alternate construction methods shall be instituted.

All existing track material removed from the proposed mainline crossings, except ballast, will become the property of the Contractor. These materials shall be removed from the ARRC right-of way.

242-3.02. TRACK ALIGNMENT AND GEOMETRY. The track shall be constructed to the alignment and profile indicated, or as adjusted by Engineer, within the tolerances specified. Contractor shall designate right or left rail, while facing in the direction of increasing stationing, to control the grade of all tangent tracks on a contract-wide basis. High rail on curves shall be the profile grade rail.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Track centers between main line and future mainline will be maintained at 4.5 meters within the project area.

242-3.03 TOLERANCES. Deviations from indicated gauge, cross level, horizontal line, profile grade, and tie spacing shall conform to the following requirements:

A. Gage: Shall be 1.4 m plus or minus 3 mm.

B. Cross Level and Superelevation: Shall be plus or minus 3 mm from level on tangent or design superelevation on curve.

C. Deviation from Horizontal Alignment: Plus or minus 6 mm in a 18.9 m chord. Plus or minus ½” total except in road crossings where total deviation shall be plus or minus ¼”.

D. Deviation from Profile Grade: Shall not exceed plus or minus 6 mm in 18.9 m chord or a total of plus or minus 12 mm.

E. Tie Spacing: Distance between centerline on adjacent ties shall be 490 mm and not vary more than plus or minus 25 mm from the indicated spacing, with the additional requirements that 48 ties shall be installed per 24 m of track.

242-3.04 CROSS TIE DISTRIBUTION. Contractor shall receive cross ties from supplier and transport them to the work area in accordance with the AREA/AREMA "Handling of Ties from the Tree into the Track". Ties shall be placed on a smooth, compacted surface as specified herein, spaced as shown within specified tolerances, and laid normal to the centerline of track with heartwood face down. Line ends of ties in trackage shall be aligned uniformly on the right side of track when facing increased stationing.

242-3.05 TIE PLATES AND SCREWS. Tie plates shall be attached to the cross ties with line and hold-down screws to the indicated patterns. Contractor may pre-plate cross ties prior to distribution. If Contractor chooses to pre-plate the cross ties, he shall furnish any additional material required at no added cost to Owner. Contractor shall use a jig to compensate for fabrication tolerances to achieve track gage tolerances.

242-3.06 RAIL LAYING Standard carbon rail shall be used on all tangent track and curves up to four degrees. High strength rail shall be used on curved track over four degrees and through the crossings. Rail shall be laid in accordance with the details and procedures that follow:


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A. Rail Distribution; Rails shall be distributed along the roadbed with the head of the rail up and in such a manner and using equipment that will prevent damage to them. Dropping rails from the sides of railcars or trucks will not be permitted.

B. Rail Laying: The base of the rail and surface of the tie and tie plate shall be cleaned prior to laying. Rails shall be laid one at a time without bumping or striking. Rail ends shall be brought squarely together against the expansion shims and completely bolted before spiking. Rails shall be laid so that the joints in opposite rails are staggered not less than 6 m apart, plus or minus 600 mm, except closer joints may be required at turnouts or roadway crossings. Rails of less than standard length shall be used to space the joints on curves. Rails shorter than 4.5 m shall not be used. Rail shall be laid so that no joints are in grade crossings.

C. Rail Cutting and Drilling: Rails shall be cut square and clean by means of rail saws. Holes for complete bolting of cut rail shall be precisely marked, center punched and drilled using an exact template for alignment. In no instance shall marking through, or drilling through joint bars be allowed. Holes shall be deburred. New holes shall not be drilled between two holes already drilled. Burning or cutting of rails or bolt holes by means of an acetylene torch will not be permitted. All cut rail ends shall be beveled at the head and be hardened to conform to AREA/AREMA "Manual Specifications for Steel Rails", Supplementary Requirement S1.

D. Rail Joints: The fishing surface of the rails and joint-bars shall be wire-brushed to remove rust before assembly. Allowance for rail expansion shall be made at all joints by the use of expansion shims placed between the ends of adjacent rails.

The proper expansion allowance shall be determined by the use of the following table refer to AREMA chapter 5, paragraph 5.3.1 for shim thickness to use for 39 12 m rail.

Rail Temperature Shim Thickness in mm(Degrees C) (23.8-24.4 meter Rail)

Below 2 82 to 8 69 to 15 516 to23 324 to 29 2Over 29 None


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For shorter lengths of rail, proportionate shim thicknesses shall be used. The temperature of the rails shall be determined by the use of an AREA standard rail thermometer, placed on the base of the rails close to the web on the side shaded from the sun. Sufficient time shall be allowed to accurately record the temperature. Care shall be taken to assure that shims are not squeezed or damaged during installation of shims or rails. Shims shall be removed from between rail ends as soon as the bolts have been tightened and the rail anchors applied. All track bolts shall be installed when the rail is laid and tightened before spiking.

Final bolt tension shall be between 9,000 and 13,500 kgs. Bolts shall be tightened once, at the time of rail installation. Final tension shall be checked and adjusted as necessary just prior to final acceptance per AREMA chapter 5, paragraph 5.5.2.

E. Field Welded Joints: All joints within the modular crossings must be field welded in accordance with the applicable AREA/AREMA specifications for thermite welding of rail joints. The manufacturer of the thermite kits and the qualifications of the welders must be submitted by the Contractor to the Engineer for approval prior to the Bid Award.

F. Rail Anchoring: Use Pandrol clips or approved clips.

242-4.01 METHOD OF MEASUREMENT Trackwork will not be measured for payment. All work including removal of the existing west mainline track and crossing materials will be subsidiary to Item 245 (1), Modular Crossing.

242-5.01 BASIS OF PAYMENT. No separate payment for trackwork will be made. This work is subsidiary to Item 245 (1), Modular Crossing.


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SECTION 245

GRADE CROSSINGS

Special Provisions

245-1.01 DESCRIPTION. This work consists of furnishing and constructing concrete modular and asphalt pathway crossings to the alignment and location shown on the plans. Installation of the modular crossings to the design grade lines will require the removal of existing west main line to permit excavation of unsuitable subgrade and ballast and complete tie renewal within the limits shown. All trackwork shall be in accordance with Section 242 of the specifications and shall be scheduled with the ARRC through the Engineer. No portion of the existing track structure shall be removed prior to the approval of the Engineer, which must be requested in writing 7 calendar days in advance of the work. This work shall also include installation and removal of 3 day temporary crossing.

245-2.01 MATERIALS. The Contractor shall furnish and deliver as special trenchwork material required to construct the grade crossings. The material shall conform to the current AREA/AREMA specifications and as detailed in this specification. All standard track material shall conform to Section 242 of these specifications. Existing ballast, rails and fittings may be reused in the trackwork subject to the approval of the Engineer prior to installation in permanent locations.

A. Modular Crossing Panels : Crossing panels shall be modular reinforced concrete panels specifically designed for railroad crossing applications. The particular manufacturer shall be regularly engaged in the fabrication of railroad crossing materials and the Engineer must approve the product, in writing. Panels will be screwed to the ties with ARRC approved lag screws. Manufacturers of reinforced concrete modular panels shall be one of the following or approved equal:

Century Concrete Crossings 800-527-5232Omni Grade Crossing Systems 800-203-8034American Concrete Products CO. 402-331-5775KSA 412-227-2396Premier Concrete RR Crossings 800-425-5556Omega Industries, Inc. 360-694-3221Magnum Manufacturing Corp. 801-785-9700

The manufacturer’s specifications for reinforced concrete crossing panels shall be submitted to the Engineer for approval.


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B. Cross Ties: Cross ties shall be new hardwood as specified in Section 242 except length shall be adjusted to meet installation requirements of modular crossing manufacturer.

C. Geotextile Fabric: Geotextile fabric shall be non-woven fabric meeting the requirements of AREMA Chapter 1 and shall be heavy class. Fabric specifications and sample shall be submitted for review prior to purchase and installation.

D. Ballast: Construction and placement of ballast shall conform to section 241 of these specifications.

E. Sub-Ballast: Construction and placement of subballast shall conform to section 241 of these specifications.


245-3.01 CONSTRUCTION REQUIREMENTS. Grade crossing construction shall be performed in accordance with ARRC standards, AREA/AREMA Manual Part 8 and as specified in this document. Scope of construction includes but is not limited to, unloading and distribution of crossing materials and installation on prepared subgrade and sub-ballast sections.

245-3.02 EXCAVATION. The construction of the grade crossings will require the excavation of the existing and future mainline to the bottom of unsuitable material between Railroad stations 3160+46 and 3163+66.

245-3.03 MODULAR CROSSINGS. Modular Crossings shall be constructed in accordance with ARRC Standards shown in the R-Sheets titled "MODULAR CROSSING". All modular crossings shall be constructed with Pandrol Plates, Pandrol Clips and approved screws or equal. Geotextile fabric called out on the standard drawing shall meet the requirements of Engineered Fabric described above. Perforated pipe shown on the standard drawing shall be deleted unless shown on the contract drawing details.

245-3.04 ASPHALT PATHWAY CROSSING. Asphalt pathway crossings shall be constructed in accordance with ARRC Standards shown on the R-Sheet titled “ASPHALT CONCRETE PAVEMENT Primary road crossing”.

245-3.05 RAILROAD CROSSING SIGNALS. Signals shall be constructed in accordance with Section 617 Railroad Crossings-Signalization.


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245-4.01 METHOD OF MEASUREMENT. Lump sum items will not be measured for payment.

245-5.01 BASIS OF PAYMENT. The contract price of Lump Sum shall be full compensation for all labor, materials and equipment necessary to complete the required work as specified in this section.



245(1) Modular Crossings Lump Sum

245(2) Asphalt Pathway Crossing Each


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SECTION 301

AGGREGATE BASE AND SURFACE COURSE

Special Provisions

301-3.01 PLACING. Add the following: Base course material used for the sidewalk and pathway foundation shall be placed with a "Layton box" or similar equipment capable of providing a specified depth with a uniform surface. (9/1/89)R26

301-2.01 MATERIALS. Delete the second sentence of the first paragraph and substitute the following: The gradation of base course material shall conform to the requirements for Grading D-1. (10/1/91)R116

Add the following after the first paragraph: At the Contractor's option, recycled asphalt material (RAM) may be substituted for aggregate base course, millimeter for millimeter, if the following conditions are met:

1. RAM shall be crushed or processed to 100 percent by weight passing the 37.5 mm sieve and 95-100 percent by weight passing the 25 mm sieve.

2. The gradation of the extracted aggregate shall meet the following:

Sieve Percent Passing by Weight

25 mm 100

19 mm 70-100

9.5 mm 42-90

4.75 mm 28-78

1.18 mm 11-54

0.300 mm 5-34

0.150 mm 3-22

0.075 mm 2-12


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3. The asphalt content shall be 2.5 - 5.0 percent by weight of the RAM.

(2/28/01)R176M98


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301-3.03 SHAPING AND COMPACTION. Add the following: If recycled asphalt material is substituted for aggregate base course, the following conditions shall be met:

1. Density acceptance will be based upon a roller pattern. Determine the roller pattern with a test strip using a vibratory compactor with a minimum dynamic force of 178,000 Newtons. The optimum density will be determined by the Engineer using a nuclear densometer gauge to monitor the test strip. Adequate water shall be added to aid compaction.

2. After the appropriate coverage with the vibratory compactor, a minimum of 6 passes with a pneumatic tire roller shall be completed. Tires shall be inflated to 550 kPa (±34 kPa), and the roller shall have a minimum operating weight per tire of 1360 kg.

301-5.01 BASIS OF PAYMENT. Add the following: If recycled asphalt material is substituted for aggregate base course, it will be paid for as Item 301(1), Aggregate Base Course at the unit price shown on the bid schedule for that item.(2/28/01)R176M98


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SECTION 401

ASPHALT CONCRETE PAVEMENT

Special Provisions

401-2.01 COMPOSITION OF MIXTURE - JOB MIX DESIGN. Add the following to the first paragraph after ATM T-17: (version 01/93).

Delete the last sentence of the second paragraph on page 114 and substitute the following: Tolerances will not be applied to the largest sieve specified.

401-2.03 ASPHALT MATERIALS. In the first paragraph, delete the reference to AC-5 and substitute the following: PG 52-28.

Delete the second paragraph and substitute the following.Each batch of asphalt cement shall be tested for conformance to specifications in Section 702 prior to shipping. Storage tanks used for the batch shall be noted on the test report. Anti-strip additives required by the mix design shall be added to the asphalt cement during load out for delivery to the project. A printed weight ticket of antistrip shall be included with the asphalt cement delivery ticket. The location where antistrip is added may be changed with the approval of the Engineer.

Shipping documents shall include the following:

1. Manufacturers certificate of compliance, Subsection 106-1.052. Conformance test results of the batch, Section 702.3. Manufacturer shall also certify:

a. Date and Time of loadingb. Batch number and storage tank c. Type, grade, temperature, and quantity of materials loadedd. Type and percent of anti-strip added.

401-3.09 PREPARATION OF AGGREGATES. In the first paragraph, delete AASHTO T-110 and substitute the following: WAQTC TM 6.

401-3.14 JOINTS. Delete the last paragraph. Delete the first paragraph and substitute the following: Construct the minimum number of joints to ensure a continuous bond, texture, and smoothness between adjacent sections of the pavement. The minimum specification limit for longitudinal joint density will be 91% of the MSG of the panel completing the joint. Cut one minimum diameter 150 mm core centered on the C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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longitudinal joint at each location the mat is cored for acceptance density testing in the panel completing the joint. Density will be determined according to WAQTC FOP for AASHTO T 166/T 275.

401-3.15 SURFACE TOLERANCE. Add the following: The Engineer will measure the smoothness of the asphalt concrete pavement in all driving lanes with a California-type profilograph within 15 days after mainline paving is completed and all defects are corrected. No measurements will be taken in turn lanes, lane transitions, or within 8 meters of bridge abutments or matches with an existing pavement. The profilograph results (PrI) will be reduced and a price adjustment calculated in accordance with Subsection 401-5.01. Furnish required traffic control devices or flagging in accordance with Section 643.

401-3.16 PATCHING DEFECTIVE AREAS. Add the following: All costs associated with the patching of defective areas shall be borne by the Contractor.

401-4.01 METHOD OF MEASUREMENT. Under Asphalt Cement, 1., add to the end of the second sentence: ”...,or WAQTC FOP for AASHTO TP 53.”

Add the following paragraph to this subsection:

Longitudinal joints. By the meter. The distance measured will be in both directions from a longitudinal joint core location to a point equal distant to the next longitudinal joint core.

401-4.02 ACCEPTANCE SAMPLING AND TESTING. Delete the third, fourth, fifth, and sixth full paragraphs on page 122, and substitute the following: Samples taken for the determination of asphalt cement content will be taken from the windrow, at the end of the auger, or from behind the screed prior to compaction. Asphalt cement content will be determined in accordance with WAQTC TM 4, or WAQTC FOP for AASHTO TP 53 with the exception that the moisture content will be determined in accordance with WAQTC TM 6.

Samples taken for the determination of aggregate gradation from drum mix plants will be from the combined aggregate cold feed conveyor via a sampling device, the stopped conveyor belt, or from asphalt concrete mixture samples taken from the same location as samples for the determination of asphalt cement content. The aggregate gradation for samples from the conveyor system will be determined in accordance with WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, or cores, the gradation


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will be determined according to WAQTC FOP for AASHTO T 30 from the aggregate remaining after the ignition oven oven (WAQTC FOP for AASHTO TP 53) has burned off the asphalt cement.

Maintain cold-feed conveyor sampling devices diverting aggregate from the full width of the conveyor system to provide a representative sample of the aggregate incorporated into the asphalt concrete mixture.

Samples taken for the determination of aggregate gradation from batch plants will be from the same location as samples for the determination of asphalt cement content, or from dry batched aggregates. The dry batched aggregate gradation will be determined according to WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, the gradation will be determined in accordance with according to WAQTC FOP for AASHTO T 30 from aggregate remaining after the ignition oven (WAQTC FOP for AASHTO TP 53) has burned off the asphalt cement.

Within 24 hours of final rolling, neatly cut core samples with a core drill at the randomly selected locations marked by the Engineer. Use a core extractor to prevent damage to the core while removing. Do not cut core samples from bridge decks. One minimum diameter 150 mm core is required for acceptance density testing only. Acceptance density testing will be according to WAQTC FOP for AASHTO T 166/T 275.

Failure to cut core samples for acceptance testing within the specified period will result in a deduction of $100.00 per sample per day. The accrued amount will be subtracted under Item 401(6), Asphalt Price Adjustment.

Backfill and compact all voids left by sampling with new asphalt concrete mixture within 24 hours of sampling. Failure to backfill voids left by sampling in the specified period will result in a deduction of $100.00 per hole per day. The accrued amount will be subtracted under Item 401(6), Asphalt Price Adjustment.

401-4.03 EVALUATION OF MATERIALS FOR ACCEPTANCE. Add the following: The longitudinal joint density price adjustment will apply when Asphalt Concrete Pavement quantities are equal to or greater than 900 megagrams.

Add the following under item 3.: The tolerances for the largest sieve specified will be plus 0% and minus 1%.

401-5.01 BASIS OF PAYMENT. Add the following to the first paragraph, No payment shall be made for asphalt cement, and asphalt concrete mix made with this cement, if tests of the asphalt cement sampled during production are out of specification.


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Add the following: Longitudinal joint densities less than 91 percent of MSG, as defined is Subsection 401-3.14, will be measured in accordance with Subsection 401-4.01 and assessed a price adjustment of $1.00 per meter. The accrued amount will be subtracted under Item 401(6), Asphalt Price Adjustment.

A separate price adjustment for pavement smoothness as measured in accordance with Subsection 401-3.15 will be calculated in accordance with Table 401-4 and applied under Item 401(6), Asphalt Price Adjustment.

TABLE 401-4

Average Profile Index (PrI)(Millimeters per 1000 Lane Meters)

Adjustment to Item 401(6), Asphalt Price Adjustment, for Pavement Smoothness

0 to 60 Add $335 multiplied by (61PrI)

61 to 94 No Adjustment

95 and greater Deduct $335 multiplied by (PrI94) but not to exceed $10,000

(03/19/02)R199M98


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SECTION 407

STONE MASTIC ASPHALT CONCRETE PAVEMENT

Special Provisions

407-1.01 DESCRIPTION. This work consists of the furnishing and mixing of aggregate, asphalt cement and additives at a mixing plant and the hauling, spreading, and compaction of the Stone Mastic Asphalt (SMA) Concrete mixture on a previously prepared surface, all as specified in the contract and in conformance with the lines, grades and thicknesses shown on the plans.

407-2.01 COMPOSITION OF STONE MASTIC ASPHALT CONCRETE MIXTURES - JOB MIX DESIGN. Stone Mastic Asphalt Concrete mixture shall be composed of aggregate, asphalt cement, and required additives combined within the limits specified in the contract.

Provide a Stone Mastic Asphalt Concrete mixture that meets the Stone Mastic Asphalt Concrete mix design requirements of Table 407-1.

Submit the following to the Engineer at least 15 calendar days prior to the production of Stone Mastic Asphalt Concrete mixture:

1. A letter stating the location, size, and type of mixing plant, the proposed gradation for the Job Mix Design, gradations for individual stockpiles with supporting process control information, and the blend ratio of each aggregate stockpile. The proposed gradation must meet the requirements of Table 703-9, Stone Mastic Asphalt Concrete Aggregate. Stone Mastic Asphalt Concrete mixtures produced from different plants shall not be mixed.

2. Representative samples of each of the aggregates to be blended. Sample sizes: 45 kilograms of each intermediate and/or coarse aggregate, 90 kilograms of fine aggregate, 10 kilograms of blend sand and/or mineral filler.

3. A minimum of three 4 liter samples of the asphalt cement proposed for use in the mixture. Include name of product, manufacturer, test results as required in Section 702, manufacturer's certificate of compliance with Section 702, and a temperature/viscosity curve for the asphalt cement.


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4. A minimum 0.25 liter sample of the anti-strip additive proposed, including name of product, manufacturer, and manufacturer's data sheet, and current Materials Safety Data Sheet (MSDS).

5. A minimum 2.5 kilogram sample of the stabilizing additive (cellulose or polyolefin) proposed for use in the mixture, including name of product, manufacturer, test results as required in Section 407-2.05 and manufacturer’s certificate of compliance with Section 407-2.05.

The Engineer will then evaluate the material and the proposed gradation using ATM T-17 (version 01/93) and the mix design requirements of Table 407-1 to establish the Job Mix Design. Approved Job Mix Designs will become a part of the contract and will specify the target value for asphalt cement content, additives, and the allowable mixing temperature range. Up to10 working days will be required to determine the Job Mix Design after receipt of all items specified above.

TABLE 407-1STONE MASTIC ASPHALT CONCRETE

MIX DESIGN REQUIREMENTS

Design Parameters Requirement

Stability, Newton, min. 4450Flow, 0.25 mm 8-16Voids in total mix, percent 3-5Compaction, number of blows each side of test specimen

50

Dust-asphalt ratio (the percent of material passing the No. 0.075 mm sieve divided by the percent of asphalt, by weight of mix)

0.6-1.4

Voids in the mineral aggregate (VMA), min.Voids In Coarse Aggregate (VCA) Of The Mix, %

17.0Less Than VCA Of The Coarse Aggregate As Determined By

AASHTO T 19

Minimum Asphalt Cement Content % 6.2


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Approved Job Mix Designs will have the full tolerances shown in Table 407-4 applied and will not be limited to the broad band listed in Table 703-9. Tolerances will not be applied to the largest sieve specified.

Submit changes in the Job Mix Design warranted by failure to meet the requirements of Table 407-1, changes in the source of asphalt cement, source of aggregates, aggregate quality, aggregate gradation, or blend ratio in the same manner as the original submittal. A new Job Mix Design will only apply to Stone Mastic Asphalt Concrete mixture produced after submittal of the changes.

All mix designs after a Job Mix Design has been approved will be assessed a fixed fee of $1,500.00 each.

407-2.02 AGGREGATES. Aggregates shall be of the type specified in the contract and shall conform to the requirements of Subsection 703-2.13.

407-2.03 ASPHALT MATERIALS. Provide the grade of asphalt cement specified in the contract. The asphalt cement shall conform to the applicable requirements of Section 702. When not specified, the grade of asphalt cement shall be PG 58-28.

Asphalt cement may be conditionally accepted at the source. Each batch of asphalt cement shall be tested for conformance to specifications in Section 702 prior to shipping. Storage tanks used for the batch shall be noted on the test report. Anti-strip additives required by the mix design shall be added to the asphalt cement during load out for delivery to the project. A printed weight ticket of antistrip shall be included with the asphalt cement delivery ticket. The location where antistrip is added may be changed with the approval of the Engineer.

Shipping documents shall include the following:

1. Manufacturers certificate of compliance, Subsection 106-1.052. Conformance test results of the batch, Section 702.3. Manufacturer shall also certify:

a. Date and Time of loadingb. Batch number and storage tank c. Type, grade, temperature, and quantity of materials loadedd. Type and percent of anti-strip added

If there is a change in the source of the asphalt cement or if the kinematic viscosity (viscosity at 135 degrees Celsius) of the asphalt cement used on the project changes from


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the viscosity of the asphalt supplied for the Job Mix Design by a factor of 2 (doubles or halves) or more, then operations shall be suspended until a new Job Mix Design is submitted and approved.

407-2.04 ANTI-STRIP ADDITIVES. Use anti-strip agents in the proportions determined by ATM T-14 and included in the approved Job Mix Design. At least 70 percent of the aggregate shall remain coated when tested in accordance with ATM T-14.

407-2.05 STABILIZING ADDITIVES. Use cellulose or polyolefin stabilizing additives. The dosage rate for cellulose is 0.3 percent by weight of the total mix. The dosage rate for polyolefin is 0.4 percent by weight of the total mix. The allowable tolerance per megagram shall not exceed 10 percent of the required weight of the stabilizing additive.

The cellulose stabilizing additive shall conform to the properties shown in Table 407-2. The polyolefin stabilizing additive shall conform to the properties shown in Table 407-3.

TABLE 407-2CELLULOSE STABILIZING ADDITIVE

Property Requirement

Sieve Analysis: Method A - Alpine Sieve Analysis(1): Fiber Length Percent passing 0.150 mm sieve Method B - Mesh Screen Analysis(2): Fiber Length Percent passing 0.850 mm sieve Percent passing 0.425 mm sieve Percent passing 0.106 mm sieve

6.4 mm (max)60-80

0.9-1.5 mm (avg.)75-9555-7510-30

Ash Content(3) 20% non-volatiles (max)

pH(4) 7.5 +/-1.0

Oil Absorption (5) 5.0 +/-1.0times fiber weight

Moisture Content (6) < 5%

Bulk Density (7) 20.0-40.0 kg/m3


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Notes:

(1) Method A - Alpine Sieve Analysis. This test is performed using an Alpine Air Jet Sieve (Type 200 LS). A representative five gram sample of fiber is sieved for 14 minutes at a controlled vacuum of 0.56 meters (+/- 75 mm) of water. The portion remaining on the screen is weighed.

(2) Method B - Mesh Screen Analysis. This test is performed using 0.850, 0.425, 0.250, 0.180, 0.150 and 0.106 mm sieves, nylon brushes and a shaker. A representative 10 gram sample of fiber is sieved, using a shaker and two nylon brushes on each screen. The amount retained on each sieve is weighed and the percentage passing calculated.

(3) Ash Content. A representative 2-3 gram sample of fiber is placed in a tared crucible and heated between 593 and 649 C for not less than two hours. The crucible and ash are cooled in a desiccator and reweighed.

(4) pH Test. Five grams of fiber is added to 100 ml of distilled water, stirred and let sit for 30 minutes. The pH is determined with a probe calibrated with pH 7.0 buffer.

(5) Oil Absorption Test. Five grams of fiber is accurately weighed and suspended in an excess of mineral spirits for not less than five minutes to ensure total saturation. It is then placed in a screen mesh strainer (approximately 0.5 square millimeter hole size) and shaken on a wrist action shaker for ten minutes (approximately 31.75 mm motion at 240 shakes/minute). The shaken mass is then transferred without touching, to a tared container and weighed. Results are reported as the amount (number of times its own weight) the fibers are able to absorb.

(6) Moisture Content. Ten grams of fiber is weighed and placed in a 121 C forced air oven for two hours. The sample is then reweighed immediately upon removal from the oven.

(7) Bulk Density. Fluff fiber with air or Hobart Mixer, weigh out 25 grams of fiber, place in 100 ml cylinder, tap cylinder and measure volume.


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TABLE 407-3POLYOLEFIN STABILIZING ADDITIVE

Property Requirement

Chemical Property Ethylene, Propylene, Butane 1, Terpolymer, double bond free with

no other functional group.

Specific Gravity 0.86

Size Approx. 3 mm dia. by 3 mm length

Softening Point 93 C

407-2.06 PROCESS QUALITY CONTROL. Sample and test materials for process QC of the Stone Mastic Asphalt Concrete mixture in accordance with Subsection 106-1.03.

Failure to perform process QC forfeits the Contractor's right to retests as provided for in Subsection 407-4.02.


407-3.01 WEATHER LIMITATIONS. Do not place Stone Mastic Asphalt Concrete mixture when it is raining or when rain is imminent, on a wet surface, on an unstable/yielding roadbed, when the base material is frozen, or when weather conditions prevent proper handling or finishing of the mixture. Do not place Stone Mastic Asphalt Concrete mixture unless the surface temperature is 10 degrees C or warmer, or after September 10 of any year.

407-3.02 EQUIPMENT. Use equipment in good working order and free of asphalt concrete mix buildup. Make all equipment available for inspection and demonstration of operation 24 hours prior to placement of asphalt concrete mix.

407-3.03 BITUMINOUS MIXING PLANTS. Use an asphalt plant designed to dry aggregates, maintain accurate temperature control, and accurately proportion asphalt cement and aggregates. Calibrate the asphalt plant and furnish copies of the data to the Engineer at least one day prior to Stone Mastic Asphalt Concrete production. Maintain a current Air Quality Permit issued by the State Of Alaska.


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Provide a scalping screen on the asphalt plant to prevent oversize material or debris from being incorporated into the Stone Mastic Asphalt Concrete mixture. Provide aggregate and asphalt cement sampling locations meeting OSHA safety requirements.

Do not use proportioning (batch) scales for weighing material for payment. Weigh scales used in conjunction with a storage silo may be used to weigh the final product for payment, provided the scales are certified.

407-3.04 HAULING EQUIPMENT. Haul Stone Mastic Asphalt Concrete mixture in trucks with tight, clean, smooth metal beds thinly coated with a minimum amount of paraffin oil, lime water solution or other manufactured asphalt release agent included on the Department's Approved Products List. Do not use any petroleum product (e.g. diesel or fuel oil) as an asphalt release agent. If truck beds are not satisfactorily cleaned, the Engineer may direct operations to cease. The Engineer will not allow the operations to resume until measures are in place to insure proper cleaning of hauling units. Hauling units will be restricted to end dumps only.

Belly dumps will not be allowed as hauling units unless a plan is developed and approved by the Engineer that ensures the following items are satisfactorily adhered to:

1. Tracking of asphalt material on the haul route, both on and off the project, shall be eliminated or cleaned.

2. Truck beds shall be cleaned and build up of material not allowed.3. Pavement mat temperature behind the screed shall be optimum for compaction.

If the above items are not performed to the Engineer’s satisfaction, the use of belly dumps will be terminated.

Cover the Stone Mastic Asphalt Concrete mixture with a secured watertight canvas cover extending at least 0.3 meters over the sides and end of the truck bed when required by the Engineer.

407-3.05 ASPHALT PAVERS. Use self-propelled asphalt pavers equipped with a heated vibratory screed. Control grade and cross slope with automatic grade and slope control devices. Use an erected string line, a mobile string-line (ski) at least 9 meters in length, or other approved grade follower to automatically actuate the paver screed control system. Use grade control on either a) both the high and low sides or b) grade control on the high side and slope control on the low side.

Equip asphalt pavers with a receiving hopper having sufficient capacity for a uniform spreading operation. Equip receiving hoppers with a distribution system to place the Stone Mastic Asphalt Concrete mixture uniformly in front of the screed.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Use a screed assembly that produces a finished surface of the required smoothness, thickness and texture without tearing, shoving or displacing the Stone Mastic Asphalt Concrete mixture. Screed extensions used for paving a constant width shall be heated and vibrated. Place auger extensions within 0.5 meters of the screed extension on both sides, or according to written manufacturer’s recommendations.

The use of a pickup machine to transfer Stone Mastic Asphalt Concrete mixture from a windrow to the paver hopper will be permitted, provided the pickup machine is capable of collecting the windrowed material without damage to the underlying course. The Engineer will not allow the continued use of the pickup machine if segregation, excessive temperature loss, or any detrimental effects are observed.

407-3.06 ROLLERS. Supply a minimum of three rollers weighing a minimum of 11 megagrams each to compact the Stone Mastic Asphalt Concrete mixture to the required density while maintaining the pace of the paving operations. Rollers shall be of the static steel wheel or vibratory steel wheel type. The roller drums shall be a minimum of 2.1 meters wide. Use self-propelled rollers specifically designed to compact hot asphalt concrete mixtures and capable of reversing without backlash. The use of equipment that results in crushing of the aggregate, or pick-up of the Stone Mastic Asphalt Concrete mixture will not be permitted.

407-3.07 PREPARATION OF EXISTING SURFACE. Prepare existing surfaces in conformance with the plans and specifications. Clean existing paved surfaces of loose material by sweeping with a power broom, supplemented by hand sweeping, if necessary.

After completion of planing of a section of the roadway, the Engineer shall inspect that section for areas of distress or failure. Areas requiring repair shall have the remaining pavement removed, and the distressed area shall be excavated to the depth and limits directed by the Engineer. Backfill the excavated area with aggregate base course material in conformance with the requirements of Section 301, asphalt concrete leveling course, or with Stone Mastic Asphalt Concrete as directed by the Engineer.

Prior to placing Stone Mastic Asphalt Concrete mixture, uniformly coat pavement surfaces and contact surfaces of curbing, gutters, manholes, and other structures with tack coat material conforming to Section 402.

407-3.08 PREPARATION OF ASPHALT. Provide a continuous supply of the asphalt cement to the mixer at a uniform temperature, within the Job Mix Design mixing temperature range.


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407-3.09 PREPARATION OF AGGREGATES. Provide adequate dry storage for the mineral filler and stabilizing additive. Dry the aggregate for Stone Mastic Asphalt Concrete so the moisture content of the Stone Mastic Asphalt Concrete mixture, sampled from the windrow, the end of the auger, or from behind the screed prior to compaction, is less than 0.5% (by total weight of mix) as determined by WAQTC TM 6.

Heat the aggregate for Stone Mastic Asphalt Concrete to a temperature compatible with the mix requirements specified.

Adjust the burner on the dryer to avoid damage to the aggregate and to prevent the presence of unburned fuel on the aggregate. Stone Mastic Asphalt Concrete mixture in which soot or fuel is present is considered unacceptable per Subsection 105-1.11.

407-3.10 MIXING. Uniformly combine the aggregate, asphalt cement, additives, and stabilizing additives in the amounts required by the Job Mix Design. Mix the materials such that a complete and uniform coating of the aggregate is obtained.

1. For batch plants. Add the stabilizing additive through a separate inlet directly into the weigh hopper above the pugmill. Time the addition of the stabilizing additive to occur during the hot aggregate charging of the hopper. Provide adequate dry mixing time to ensure proper blending of the aggregate and fiber stabilizer.

2. For drum mix plants. Add cellulose stabilizing additive into the drum mixer at the same point the asphalt cement is added. Add polyolefin-stabilizing additive directly into the drum mixer through the RAP inlet. Do not use polyolefin stabilizing additive in a drum mix plant without a RAP inlet. Operate the drum mixer to ensure complete blending of the stabilizing additive into the mix.

Dry mix Stone Mastic Asphalt Concrete with cellulose stabilizing additive a minimum of 15 seconds, and wet mix a minimum of 40 seconds. Dry mix Stone Mastic Asphalt Concrete with polyolefin a minimum of 4 seconds, and wet mix a minimum of 30 seconds. In batch plants, place the dry aggregate in motion immediately prior to the addition of asphalt cement. Use a wet mixing time adequate to obtain 98% coated particles when tested in accordance with AASHTO T 195.

Mix the Stone Mastic Asphalt Concrete within the temperature range determined by the Job Mix Design.

Proportion the mineral filler into the mixture uniformly and in the desired quantities. Provide appropriate equipment for accurately proportioning the relatively large amounts of mineral filler required for a Stone Mastic Asphalt Concrete mixture.


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407-3.11 TEMPORARY STORAGE OF ASPHALT CONCRETE MIXTURE. Temporary storing or holding Stone Mastic Asphalt Concrete mixture in silo type storage bins is permitted provided that the characteristics of the Stone Mastic Asphalt Concrete mixture are not altered. Signs of visible segregation, heat loss, changes from the Job Mix Design, change in the characteristics of asphalt cement, lumpiness or stiffness of the mixture will be cause for rejection.

Dispose of rejected Stone Mastic Asphalt Concrete mixture at no cost to the Department.

407-3.12 SPREADING AND PLACING. Submit a Paving Plan for the Engineer's review a minimum of five working days prior to initiating paving operations. The plan shall consist of, but not be limited to the following:

1. Paving schedule to include sequence of operations.

2. Operational details to include:

a. Plant operating capacity and target production rate. Process control testing frequency for gradation, moisture, asphalt cement content, and compaction.

b. Number and capacity of trucks, cycle time, and delivery rate.

c. The manufacturer and model of the paver and pickup machine, to include information on grade followers, sensors, operating speed and production rate of the pavers.

d. Number, type, weight, and operating speed of rollers.

e. Location and method of constructing longitudinal and transverse joints.

f. Construction plan for paving intersections and driveways.

Place Stone Mastic Asphalt Concrete mixture upon an approved surface, spread and strike off and compact to the required compacted thickness. Spread and compact in one layer if the total thickness is 75 mm or less. Use asphalt pavers to distribute the Stone Mastic Asphalt Concrete mixture in lanes of such widths as to hold to a practical minimum the number of longitudinal joints required, subject to the requirements of subsection 407-3.14.


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Use hand tools to spread, rake, and lute the Stone Mastic Asphalt Concrete mixture in areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable. In such areas, compact the Stone Mastic Asphalt Concrete mixture to the required compacted thickness.

Any Stone Mastic Asphalt Concrete mixture that is contaminated or segregated will be rejected.

Pave adjacent traffic lanes to the same elevation within 24 hours when the section of roadway being paved is open to traffic unless prevented by weather or other factors beyond control. Place approved material against the outside pavement edge when the drop-off exceeds 50 mm.

When multiple lifts are specified in the contract, do not place the final lift until all lower lifts throughout that section, as defined by the Paving Plan, have been placed and accepted.

Do not pave against new concrete curb until it has cured for at least 72 hours.

407-3.13 COMPACTION. Immediately after spreading, thoroughly and uniformly compact the Stone Mastic Asphalt Concrete mixture by rolling.

Roll with a minimum of three steel wheel rollers of a minimum weight of 11 megagrams each. Adjust rolling procedures to provide the specified pavement density. Operate rollers at a uniform speed not to exceed 5 kilometers/hour and with the drive roller nearest the paver. Roll until all roller marks are eliminated and the specified pavement density has been obtained.

Prevent adhesion of mixture to the rollers by moistening the wheels with water mixed with detergent or other approved material. Replace rollers showing evidence of excessive pick-up.

Stop rolling operations once sufficient in-place density has been achieved. Where migration of asphalt cement and filler to the compacted pavement surface has occurred, remove and replace with fresh Stone Mastic Asphalt Concrete mixture.

The target value for density will be 94% of the maximum specific gravity (MSG) as determined in accordance with WAQTC FOP FOR AASHTO T 209. For the first lot of Stone Mastic Asphalt Concrete, the Job Mix Design will determine the MSG. For additional lots, the MSG will be determined by the sample from the first sublot of the lot.


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Acceptance testing for field density will be determined in accordance with WAQTC FOP FOR AASHTO T 166/T 275 except that a minimum 150 mm diameter core is required. (Acceptance testing for field density of leveling course will not be done.)

Grade with rakes and lutes and compact with mechanical tampers areas not accessible to rollers. Use a trench roller in depressed areas to achieve the required compaction.

Remove any Stone Mastic Asphalt Concrete mixture that becomes loose and broken, segregated, mixed with dirt, or is any other way defective and replace with fresh Stone Mastic Asphalt Concrete mixture and compact to conform to surrounding areas. Remove and replace any area showing an excess or deficiency of asphalt cement.

Do not leave rollers, other equipment, or vehicles standing on pavement that has not cooled sufficiently to prevent indentation by wheels.

407-3.14 JOINTS. Minimize the number of joints and construct to ensure a continuous bond, texture, and smoothness between adjacent sections of the pavement.

The minimum specification for longitudinal joint density will be 91 percent of the MSG of the panel completing the joint. Cut one minimum 150 mm diameter core centered on the longitudinal joint at each location the mat is cored for acceptance density testing in the panel completing the joint. Density will be determined in accordance with WAQTC FOP FOR AASHTO T 166/T 275.

When joining old existing pavement and new pavement, the old pavement shall be cut in a neat line with a power driven saw.

Remove full depth improperly formed joints resulting in surface irregularities, replace with fresh Stone Mastic Asphalt Concrete mixture, and thoroughly compact. Do not roll joints after the material has cooled below 65 degrees Celsius. All pavement removal shall be precut to a neat line with a power driven saw.

Apply a tack coat of asphalt cement or asphalt emulsion on all cold joints and allow to break prior to placing any fresh Stone Mastic Asphalt Concrete mixture against the joint. Apply the tack coat just prior to paving.

Form transverse joints by saw cutting back on the previous run to expose the full depth of the course or by using a removable bulkhead. Skew transverse joints between 15-25 degrees.


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Offset longitudinal joints in one layer from those in the layer immediately below by at least 150 mm. Align the joints in the top layer at the centerline or lane lines. Where pre-formed marking tape striping is required, offset the longitudinal joint in the top layer not more than 150 mm from the edge of the stripe.

407-3.15 SURFACE TOLERANCE. The surface of the Stone Mastic Asphalt Concrete will be measured after final rolling at selected locations using a 4.8 meter straightedge. Correct variations of the surface greater than 5 millimeters from the testing edge of the straightedge between any two contacts.

The Engineer will measure the smoothness of the Stone Mastic Asphalt Concrete Pavement in all driving lanes with a California-type profilograph within 15 days after mainline paving is completed and all defects are corrected. No measurements will be taken in turn lanes, lane transitions, or within 8 meters of bridge abutments or matches with an existing pavement. The profilograph results (PrI) will be reduced within the 15 day period and a price adjustment will be calculated in accordance with Subsection 407-5.01. Furnish any required traffic control devices or flagging in accordance with Section 643.

407-3.16 PATCHING DEFECTIVE AREAS. Remove any Stone Mastic Asphalt Concrete mixture that becomes contaminated with foreign material, is segregated, or is in any way defective. Skin patching is not permitted. Remove defective materials for the full thickness of the course. Cut the pavement so that all edges are vertical, the sides are parallel to the direction of traffic and the ends are skewed between 15-25 degrees. Coat edges with tack coat conforming to Section 402 and cure. Place and compact fresh Stone Mastic Asphalt Concrete mixture in sufficient quantity so that the finished surface conforms to grade and smoothness requirements. Compact the Stone Mastic Asphalt Concrete mixture to the density specified. No payment shall be made for material replacing defective material. All costs associated with patching defective areas shall be borne by the Contractor.

407-3.17 TEST SECTION. Place a minimum of 270 megagrams of Stone Mastic Asphalt Concrete mixture in a test section at a location approved by the Engineer 5 days prior to proceeding with Stone Mastic Asphalt Concrete paving. The test section is used to adjust the Job Mix Design asphalt cement content and also to familiarize the Contractor's personnel with the laydown and compaction of Stone Mastic Asphalt Concrete mixture.

Stone Mastic Asphalt Concrete mixture placed in the test strip that meets specifications will be measured and paid for at contract prices. No payment will be made for mixture that does not meet specifications. If the test strip is placed within the project limits and does not meet specifications, it shall be removed at the Contractor's expense.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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407-4.01 METHOD OF MEASUREMENT. Stone Mastic Asphalt Concrete mixture will be measured by the megagram in accordance with Section 109. The weight used shall be the megagrams used in the accepted pavement and no deduction will be made for the weight of asphalt cement material, anti-stripping agent or any other additive used in the mixture.

A price adjustment, when applicable, will be made based on a quality level analysis under Subsection 407-4.03.

Asphalt cement will be measured by the megagram based on the weight of asphalt cement calculated using the percent of asphalt cement for each sublot as determined by WAQTC TM 4, or WAQTC FOP FOR AASHTO TP 53. The same tests used for the acceptance testing of the sublot will be used for computation of the asphalt cement quantity. If the asphalt cement content is determined by WAQTC TM 4, the percent of asphalt cement for each sublot will be reduced by 0.4 percent for Stone Mastic Asphalt Concrete containing polyolefin. If the asphalt cement content is determined by WAQTC FOP FOR AASHTO TP 53, the percent of asphalt cement for each sublot will be reduced by 0.4 percent for Stone Mastic Asphalt Concrete containing polyolefin, and by 0.3 percent for Stone Mastic Asphalt Concrete containing cellulose.

The Engineer may direct at any time that tankers be weighed before and after unloading in his presence. If the weight determined at the project varies more than one percent from the invoice amount, payment will be based on the weight determined at the project.

No payment will be made for any asphalt cement in excess of 0.4 percent above the optimum asphalt cement content specified in the Job Mix Design.

Any leftover, waste, or diversion will be computed in a manner to be determined by the Engineer. The weight of asphalt cement in waste Stone Mastic Asphalt Concrete will be calculated using the target value for asphalt cement as specified in the Job Mix Design.

Longitudinal joints will be measured by the meter. The distance measured will be in both directions from a longitudinal joint core location to a point equal distant to the next longitudinal joint core.

407-4.02 ACCEPTANCE SAMPLING AND TESTING. The quantity of Stone Mastic Asphalt Concrete mixture produced and placed shall be divided into lots and the lots evaluated individually for acceptance. The Department has the exclusive right and responsibility for determining the acceptability of all materials incorporated into the


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project. The Engineer shall perform acceptance sampling and testing. The results of the acceptance testing performed by the Engineer will be made available to the Contractor within seven working days from the date of sampling.

A lot will normally be 4,500 megagrams. The lot will be divided into sublots of 450 megagrams, each randomly sampled and tested for asphalt cement content, density, and gradation in accordance with this subsection. If the project has more than one lot and less than eight additional sublots have been sampled at the time a lot is terminated, the material in the shortened lot will be included as part of the prior lot and the price adjustment computed for the prior lot will include the samples from the shortened lot.

If eight or nine samples have been obtained at the time a lot is terminated, they will be considered as a lot and the price adjustment will be based on the actual number of test results (excluding outliers) in the shortened lot.

If the contract quantity is between 900 megagrams and 4,499 megagrams, the contract quantity will be considered one lot. The lot will be divided into 5 equal sublots and randomly sampled for asphalt cement content, density and gradation in accordance with this subsection. The Engineer shall select one sample for every 900 megagrams of mix, or majority portion thereof, for testing. If the test result(s) conform to the specification limits, the lot will be accepted and the weight of asphalt cement for the lot will be calculated from the average of the asphalt cement content tests performed. If only one asphalt cement content test is performed, the weight of asphalt cement for the lot will be calculated from that one test result. If any of the test results fail to conform to specification limits, the remaining samples will be tested and the lot evaluated for price adjustment in accordance with subsection 407-4.03 with the exception that the Pay Factor shall not exceed 1.00 for any sieve size, asphalt cement content and density.

If the contract quantity is less than 900 megagrams, Stone Mastic Asphalt Concrete pavement shall be accepted for payment based on the Engineer's approval of a Job Mix Design and the placement and compaction of the Stone Mastic Asphalt Concrete mixture to the specified depth and finished surface requirements and tolerances. Any area of finished surfacing that is segregated, fails to meet surface tolerance requirements, cools to below 65 degrees C prior to completing compaction, or is any other way defective shall be removed and replaced with fresh Stone Mastic Asphalt Concrete mixture. Removal and replacement of defective pavement shall be at no additional cost to the Department.

Samples taken for the determination of asphalt cement content will be taken from behind the screed prior to initial compaction. Use WAQTC TM 4, or WAQTC FOP for AASHTO TP 53 to determine the asphalt cement content with the exception that WAQTC TM 6 will determine the moisture content.


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Samples taken for the determination of aggregate gradation will be from the same location as samples taken for asphalt cement content. Aggregate gradation will be determined in accordance with WAQTC FOP FOR AASHTO T 30 from the aggregate remaining after the ignition oven (WAQTC FOP FOR AASHTO TP 53) has burned off the asphalt cement.

Cut core samples with a minimum diameter of 150 millimeters from the finished lift from each sublot within 24 hours of final rolling. The core sample will be used for density acceptance testing in accordance with WAQTC FOP FOR AASHTO T 166/T 275. ***deleted***. Neatly cut the core samples with a core drill at the randomly selected locations marked by the Engineer. Use a core extractor to prevent damage to the cores while removing. Do not cut core samples from Stone Mastic Asphalt Concrete mats on bridge decks. Failure to cut core samples within the specified period will result in a deduction of $100.00 per sample per day. The accrued amount will be subtracted under Item 407(4), Asphalt Price Adjustment.

Backfill all voids left by sampling with fresh Stone Mastic Asphalt Concrete mixture and compact within 24 hours of sampling. Failure to backfill voids left by sampling within the specified period will result in a deduction of $100.00 per hole per day. The accrued amount will be subtracted under Item 407(4), Asphalt Price Adjustment.

Samples will be evaluated for acceptance in accordance with Subsection 407-4.03.

A retest of any sample outside the limits specified in Table 407-4 may be requested. Deliver this request in writing to the Engineer within 7 days of receipt of the initial test result. Verbal requests with the written request to be delivered after the specified 7 days will not be accepted. The sample(s) for retesting shall be taken within 24 hours of the notice to the Engineer requesting the retest(s). The Engineer will mark the sample location for the retest. Failure to provide the sample(s) for retesting within the specified period forfeits the right for a retest for the affected sample(s). The original test result will be discarded and the retest result will be used in the price adjustment calculation regardless of whether the retest result gives a higher or lower pay factor. Only one retest per sample will be allowed.

407-4.03 EVALUATION OF MATERIALS FOR ACCEPTANCE. The following method of price adjustment will be applied to Stone Mastic Asphalt Concrete mixture when the contract quantity equals or exceeds 4,500 megagrams except as defined in Subsection 407-4.02. The longitudinal joint density price adjustment will apply when Stone Mastic Asphalt Concrete quantities are equal to or greater than 900 megagrams.


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All acceptance test results for a lot will be analyzed collectively and statistically by the Quality Level Analysis Method as specified in Subsection 106-1.03 to determine the estimated percent of a lot that is within specification limits.

Prior to computing the price adjustment, the validity of the test results shall be ascertained in accordance with SP-7, the Standard Practice for Determination of Outlier Test Results. Outlier test results shall not be included in the price adjustment calculations. If any sieve size on a gradation test, or the asphalt cement content is an outlier, then the gradation test results and the asphalt cement content results for that sample will not be included in the price adjustment. The density test result for that sample will be included in the price adjustment provided it is not an outlier also.

If the density test result is an outlier, the density test result will not be included in the price adjustment but the gradation and asphalt cement content results for that sample will be included provided neither is an outlier.

Quality Level Analysis (Specification Conformance Analysis) is a statistical procedure for estimating the percent compliance to a specification and is affected by shifts in the arithmetic mean and by the sample standard deviation (s). Analysis of test results will be based on an Acceptable Quality Level (AQL) of 95.0 percent and a contractor's risk of 5.0 percent unless otherwise specified. AQL may be viewed as the lowest percent within the specification limits of a material that is acceptable as a process average and receive 100 percent pay. The Contractor's risk is the probability that when the Contractor is producing material at exactly the AQL, the materials will receive less than 1.00 pay factor.

As an incentive to produce quality material, a pay factor greater than 1.00 may be obtained. The maximum pay factor obtainable is 1.05. The maximum pay factor for the largest sieve size specification for gradation shall be 1.00. The price adjustment is based on the lower of two pay factors. The first factor is a composite pay factor for Stone Mastic Asphalt Concrete mixture that includes gradation and asphalt cement content. The second factor is a separate pay factor for density.

A lot containing non-specification material (less than 1.00 pay factor) may be accepted at an adjusted price provided the pay factor is at least 0.75 and the Engineer identifies no isolated defects. A lot containing non-specification material that fails to obtain at least a 0.75 pay factor will be rejected in accordance with Subsection 105-1.11.

The Engineer can reject material that appears to be defective based on visual inspection. Such rejected material shall not be used in the work. No payment will be made for the materials rejected by the Engineer.


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Quality Level Analysis. Procedures for computation of composite pay factors are as follows:

1. Eliminate test results found to be outliers by SP-7 (Standard Practice for Determination of Outlier Test Results) and any test results on material not incorporated into the work from the quality level analysis.

Determine the arithmetic mean of the remaining test results:Where:Σ = summation of

x = individual test value to xn

n = total number of test values

is rounded to the nearest tenth for density and all sieve sizes except the 0.075 mm sieve. is rounded to the nearest hundredth for asphalt content and the 0.075 mm sieve.

2. Compute the sample standard deviation (s) after the outliers have been excluded:

Where: Σ(x2) = summation of the squares of individual test values.(Σx)2 = square of the summation of the individual test values.

The sample standard deviation (s) is rounded to the nearest 0.01 for density and all sieve sizes except the 0.075-mm sieve. The sample standard deviation (s) is rounded to the nearest 0.001 for asphalt content and the 0.075-mm sieve.

If the computed sample standard deviation (s) is less than 0.001, then use s = 0.20 for density and all sieve sizes except the 0.075 mm sieve. Use s = 0.020 for the 0.075 mm sieve and asphalt cement content.

3. Compute the Upper Specification Limit (USL) and Lower Specification Limit (LSL). For aggregate gradation and asphalt cement content, the Specification Limits (USL and LSL) are equal to the Target Value (TV) plus and minus the allowable tolerances in Table 407-4. The tolerances for the largest sieve specified


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will be plus 0% and minus 1%. The TV is the specification value defined by the Job Mix Design. The TV for density is 94 percent of the maximum specific gravity (MSG). The LSL for density is 92 percent of MSG and the USL is 96%.

4. Compute the upper quality index (QU):Where: USL = Upper Specification Limit

QU is rounded to the nearest hundredth.

5. Compute the lower quality index (QL):

Where: LSL = Lower Specification LimitQL is rounded to the nearest hundredth.

6. Determine PU (percent within the upper specification limit that corresponds to a given QU) from Table 106-1. For negative values of QU, see 106-1.03, 3. QUALITY LEVEL ANALYSIS (QLA).

7. Determine PL (percent within the lower specification limit that corresponds to a given QL) from Table 106-1. For negative values of QL, see 106-1.03, 3. QUALITY LEVEL ANALYSIS (QLA).

8. Determine the Quality Level (QL), the total percent within specification limits, for aggregate gradation, asphalt cement content, and density.

QL = (PL + PU) - 100

9. Using the Quality Levels from step 8, determine the lot Pay Factor for Density (DPF), and gradation and asphalt cement content pay factors (PF) from Table 106-2.

10. Calculate the lot Stone Mastic Asphalt Concrete mixture Composite Pay Factor (CPF) for asphalt cement content and gradation using the following formula:


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Round the Composite Pay Factor (CPF) to the nearest hundredth.

Table 407-5 is used to determine the weight factor (f) for each sieve size and asphalt cement content.

Table 407-4

LOWER SPECIFICATION LIMIT (LSL) and UPPER SPECIFICATION LIMIT (USL)

Measured Characteristics LSL USL

19.0 mm sieve TV-5.0 TV+5.0






0.600 mm sieve TV-4.0 TV+4.0

0.300 mm sieve TV-3.0 TV+3.0

0.150 mm sieve TV-3.0 TV+3.0

0.075 mm sieve TV-2.0 TV+2.0

Asphalt % TV-0.40 TV+0.40

Density 92% 96%


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Table 407-5

WEIGHT FACTORS

Sieve Designation Factor (f)

19.0 mm sieve 3

12.5 mm sieve 5

9.5 mm sieve 6

4.75 mm sieve 10

2.36 mm sieve 4

1.18 mm sieve 4

0.600 mm sieve 4

0.300 mm sieve 6

0.150 mm sieve 8

0.075 mm sieve 10

Asphalt % 40

407-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the contract unit price for the pay items listed below, complete in place.

Anti-strip additives will be subsidiary to the stone mastic asphalt concrete.

Stabilizing additives will be subsidiary to Item 407(1), Stone Mastic Asphalt Concrete.

A change order/directive is not required for Asphalt Price Adjustment pay items. The approved Job Mix Design will initiate Item 407(3), Anti-Strip Additive at the prescribed rate and the Notice to Proceed shall constitute the notice required to initiate Item 407(4), Asphalt Price Adjustment.

The Asphalt Price Adjustment will be the sum of the price adjustments for each lot, fees accrued for subsequent Job Mix Design evaluations as outlined in Subsection 407-2.01, and fees accrued for failure to cut cores and/or backfill voids left by sampling in the


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allotted time as outlined in Subsection 407-4.02. The Asphalt Price Adjustment will be algebraically added to the Contractor's payment for Stone Mastic Asphalt Concrete. Individual lot price adjustments will be based on either the Composite Pay Factor (CPF) or Density Pay Factor (DPF), whichever is the lowest value. The price adjustment for each individual lot will be calculated as follows:

Price Adjustment = [(CPF or DPF)* -1] x (megagrams in lot) x (PAB)

PAB = Price Adjustment Base $58.00 / Megagram

* Composite Pay Factor (CPF) or Density Pay Factor (DPF), whichever is the lowest value.

Longitudinal joint densities less than 91 percent of MSG as defined in Subsection 407-3.14 will be measured in accordance with Subsection 407-4.01 and assessed a price adjustment of $1.00 per meter. The accrued amount will be subtracted under Item 407(4), Asphalt Price Adjustment.

A separate price adjustment for pavement smoothness as measured in accordance with Subsection 407-3.15 will be calculated and applied in accordance with Table 407-6. The adjustment will be applied under Item 407(4), Asphalt Price Adjustment.

TABLE 407-6

Average Profile Index (PrI) (Millimeters per 1000 Lane Meters)

Adjustment to payment for Stone Mastic Asphalt Concrete

0 to 60 Add $335 multiplied by (61-PrI)

61 to 94 No adjustment

95 and greater Deduct $335 multiplied by (PrI-94) but not to exceed $10,000.


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407(1) Stone Mastic Asphalt Concrete Megagram

407(2) Asphalt Cement, Grade ____ Megagram

407(4) Asphalt Price Adjustment Contingent Sum

(11/29/01)R163M98


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SECTION 501

STRUCTURAL CONCRETE

Special Provisions.

501-1.01 DESCRIPTION. Add the following: This work also consists of drilling into portions of an existing bridge as show on the plans or as described in these special provisions.

Where portions of a bridge are to be chipped or removed, perform the chipping and removal operations without damage to any portions of the structure that are to remain in place. Repair all damage to existing concrete, which is to remain in place, to a condition equal to that existing prior to the beginning of the chipping or removal operations. The cost of repairing existing concrete damaged by the Contractor’s operation is at the Contractor’s expense.

This work includes furnishing and installing three 75 mm diameter PVC conduits in the sidewalk as shown in the plans. This work also includes providing a water stop membrane along the joint between the abutment and backwall and the wingwall and backwall as shown on the plans.

501-2.01 MATERIALS. Add the following:

PVC Pipe Subsection 706-2.05Water Stop Membrane Section 723

501-3.01 PROPORTIONING. Under 1. Determining Proportions and Batch Weights., delete the first sentence and substitute the following: Submit a mix design developed in accordance with ACI 211 and ACI 301, Section 4 to the Engineer for approval. (7/6/99)R37M98

501-3.07 PLACING CONCRETE. Add the following to item 10., Placing Anchor Bolts:

When joining new construction to existing concrete by means of steel anchor bolts bonded by an epoxy cartridge system into holes drilled in the existing concrete, drill the holes by methods that do not shatter or damage the concrete adjacent to the holes.

Drilling of concrete consists of drilling of various diameters through prestressed concrete bridge members, as shown on the plans and in conformance with the requirements in these special provisions.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Do not damage or otherwise contact prestressing steel strands, longitudinal reinforcement or transverse reinforcement when drilling through prestressed concrete members. Field verify the locations of reinforcement prior to drilling holes. Provide results of the field survey to the Engineer prior to drilling holes.

Reject holes in which longitudinal or transverse reinforcement is encountered during drilling before the specified depth is attained. Drill a new hole, which does not strike reinforcement, adjacent to the rejected hole to the depth shown on the plans. With the approval of the Engineer, holes may be cored through reinforcing steel to the correct depth. Fill all rejected holes with epoxy grout.

Do not drill or core holes in the decks of precast, prestressed girders. Drilling or coring done by the Contractor but not shown on the plans will not be paid under this contract.

Place the bonding material and anchor bolts into clean and dry holes.

Use an epoxy cartridge system that consists of (1) a bonding material that is a two component epoxy contained in a cartridge having two separate chambers and (2) an applicator that is a special dispensing gun having a replaceable static mixing nozzle. Use an epoxy cartridge system appropriate for the service temperature and ambient concrete temperature at the time of installation.

Epoxy cartridge systems are subject to the approval of the Engineer. Use epoxy cartridge systems that meet the requirements of the Acceptance Criteria for Adhesive Anchors in Concrete and Masonry Elements, AC58, dated July 2000, by the ICBO Evaluation Service, Inc. Meet the suitability requirements for creep, in-service temperature, dampness, freezing and thawing, and seismic qualification of these acceptance criteria. Approval of epoxy cartridge systems is contingent upon the Contractor submitting to the Engineer one sample of each type of epoxy cartridge system, manufacturer's installation instructions, and certified results of tests, either by a private testing laboratory or the manufacturer, indicating compliance with the above requirements.


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The following products have been found to substantially meet these requirements and are conditionally approved for use on this project

Conditionally Acceptable Manufacturer

Model of Epoxy Cartridge System

Manufacturer’s Phone Number

Simpson Strong - Tie SET Models SET22 and SET56 (Model # designates volume of cartridge in fluid ounces)

1-510-460-99121-630-543-2797

Covert Operations CIA Gel 7000 1-800-827-7229Adhesive Technology (Division of US Anchor Corp.)

Anchor-it HS-200 1-800-262-4748

ITW Ramset / Redhead Epcon Ceramic 6 1-800-368-9724Hilti HSE 2421 1-907-344-8351

Do not use the above conditionally approved products when:

A. Temperature of concrete exceeds 43o CB. There is a likelihood of fireC. Coated bars, rods or bolts are specified unless the embedment depth is

increased by 50%D. The concrete temperature is below 44 °C

Provide epoxy cartridges that are clearly and permanently marked with the manufacturer's name, model number of epoxy cartridge system, manufacturing date, and lot number. Provide the manufacturer’s recommended installation procedures, minimum cure time, and warnings or State or Federal Laws and Regulations precautions concerning the contents for each carton of epoxy cartridges.

Provide with each shipment of the epoxy cartridge system, regardless of which epoxy product is furnished, a Certificate of Compliance as provided in Section 106-1.05, "Certification of Compliance," of the Standard Specifications. Provide certificates which state that the material complies with the specifications and data submitted in obtaining acceptance.

Drill holes to the diameters and depths as recommended by the manufacturer and sufficient to develop the ultimate strength of the steel dowel.

After bonding, support all anchor bolts as necessary to prevent movement during curing. Do not disturb the anchor bolts until the epoxy has cured the minimum time specified by the manufacturer. Anchor bolts that are improperly bonded, as determined by the


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Engineer, will be rejected. Drill new holes and place new securely bonded anchor bolts at no expense to the State.

Meet the requirements of Section 712-2.01, “Water”, for water for core drilling operations.

Do not permit unfiltered water from core drilling operations to fall on public traffic, to flow across shoulders or lanes occupied by public traffic, or to flow into gutters, other drainage facilities, or streams. Wastewater from coring must be contained and filtered before being discharged into any stream, such that the wastewater meets the standards given in the General Permit.

Add the following to number item 13 Pipes, Conduits, and Ducts. Cap the ends of the sidewalk conduits prior to placing concrete. Extend the sidewalk conduits for the full length of the sidewalk.

501-4.01 METHOD OF MEASUREMENT. Add the following: All conduits, ducts, and other inserts are considered subsidiary and are not measured for payment. Water stops are considered subsidiary and are not measured for payment.

501-5.01 BASIS OF PAYMENT. Add the following: All materials and labor required for installation of anchor bolts is subsidiary to item 504(1) Structural Steel.


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SECTION 502

PRESTRESSED CONCRETE STRUCTURES


502-2.01 MATERIALS. In the second paragraph, delete the words “as determined by ASTM C 271”and substitute “as determined by ASTM D 3575, Suffix W, Method B”.

Special Provisions

502-2.01 MATERIALS. Remove the first sentence of the first paragraph and substitute the following:

Expanded polyethylene material shall be closed-cell expanded polyethylene planks with a density of 35 (+/- 0.3) kg/m3.


502-3.01 PRESTRESSING METHODS. Delete the last four paragraphs.

Special Provisions

502-3.03 FABRICATION. Add the following numbered item:

12. Threaded Inserts. Provide coil anchor inserts as shown on the plans to aid in adjusting the vertical alignment of the girders. Provide threaded inserts, coil anchors or approved equal, in the girder to anchor the sidewalk and diaphragm reinforcement as shown on the plans.


502-3.06 PLACING. In the third paragraph, replace the words “place the grout” with “place grout conforming to Subsection 701-2.03 and”. (02/08/01)M94


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SECTION 504

STEEL STRUCTURES

Special Provisions

504-1.01 DESCRIPTION. ***deleted***

Add the following after the first paragraph:

Apply an approved thread locking system, consisting of a cleaner, primer and anaerobic adhesive to all nut and bolt connections. Remove lubricants and foreign materials from the threaded areas of both parts using the cleaner and small wire brush. Apply the primer to cover the threaded areas of both parts. Apply the anaerobic adhesive to fill the male threads in the area of the final position of the nut. Install the nut at the location and to the torque shown on the plans, and apply an additional fillet of anaerobic adhesive completely around the exposed junctions of the nut and male part.

Delete the second sentence of the second paragraph and substitute the following: Structural metals shall include structural steel of all grades, bolts and fasteners, stud shear connectors, welding, special and alloy steels, metallic electrodes, steel forging and castings and iron castings as needed.

Erecting includes drilling and epoxying of the anchor bolts, attaching the bridge sign mount units and mounting the signs as shown on the plans.

***deleted***

504-3.01 FABRICATION. Under Item 8. substitute the first sentence with the following: Welding is to conform to the most recent edition of the AASHTO/AWS Bridge Welding code D1.5 except that welding of steel tubes, railing, grates, grate frames, deck expansion joints, and existing structures is to conform to the most recent edition of AWS D1.1.

Provide a Quality Control Inspection per AWS D1.1 or Fabrication Inspection per AWS D1.5 for all field welding. This responsibility includes providing all NDE (Non-Destructive Examination) mandated on the plans and by the relevant welding code. It is to be noted that AWS D1.5 mandates NDE of welds even though such tests are not specifically indicated on the plans or project specifications.


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Add the following:

9. Prefabricated Bridges

***deleted***

When square and rectangular tubing are used fabricate from ASTM A500 Grade B square and rectangular tubing, and AASHTO M270 Grade 50 plate and structural shapes (Fy=344,740 kPa). Workmanship, fabrication, and shop connections shall be in accordance with the latest edition of the “AASHTO Standard Specifications for Highway Bridges”.

The bridge shall be hot - dip galvanized in accordance with ASTM A123, and all areas damaged or not coated by hot dipping shall be repaired in accordance with ASTM A780.

Welding operators shall be certified in accordance with the applicable code for the type of welding required for this work. Welded Tubular Structural Design shall be in accordance with the latest Structural Welding Code (ANSI/AWS D1.1). Other work shall be in accordance with the latest Bridge Welding Code (AWS/AASHTO D1.5).

Field splices shall be fully bolted with ASTM A325 Type 3 high strength bolts.

***deleted***

The bridge manufacturer shall permanently and conspicuously secure a nameplate to the structure indicating the bridge manufacturer’s name, maximum load limits, and year of installation.

Prior to fabrication, submit shop drawings for each bridge to the Engineer for approval. Submitted shop drawings must be reviewed and stamped by an Engineer registered in the State of Alaska. Modify Manufacturer’s standard drawings to reflect the exact requirements and conditions unique to this project. Clearly specify all relative design information such as member sizes, reactions, and general notes on the drawings.

504-3.02 ERECTION. Add the following to item 1. Holes may be drilled after galvanizing provided all holes are repaired by thoroughly wire brushing the damaged areas and removing all loose and cracked coating, after which paint the cleaned areas with two (2) applications of galvanizing repair paint.


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Repair all structural steel paint areas damaged by the Contractor's operations and holes drilled through existing steel members by thoroughly wire brushing the damaged areas and removing all loose and cracked coating, after which the cleaned areas are to be painted with 2 applications of galvanizing repair paint.

Existing structural steel may be coated with lead based paint. Installation of bridge signs and other various items of work may require disturbing or removing a very small amount of paint. Follow all applicable OSHA, EPA, and Department of Environmental Conservation requirements during the removal process.

Dispose of all materials removed and not reinstalled in the course of this work in accordance with the requirements of Section 202.

Add the following:

10. Prefabricated Bridges.

The Engineer shall approve the location of the storage site. Notify the Engineer 48 hours in advance of the bridge delivery and erection.

Verify abutment squareness prior to installation.

Minimize environmental and vegetative loss or degradation while lifting and transporting the bridge to the storage and installation site.

Coordinate the correct lifting and erection procedures with the manufacturer. Provide Manufacturer’s instructions to the Engineer prior to installation. Take care to prevent damage to the finish of the bridge.

11. Bridge Sign Mount Units.

When the epoxy bonding the anchor bolts to the bridge has sufficiently cured in accordance with the manufacturer's specifications and as approved by the Engineer, the bridge sign mount units may be attached.

Install all steel anchors brackets, pipe sleeves, and high strength bolts as shown on the plans or as directed by the engineer.

Adjust installed bridge sign mount units such that the low point of the final installed bridge sign is above the bottom of the girder.


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504-4.01 METHOD OF MEASUREMENT.

Under Item 2, “Kilogram,” change lettered sub-item designations “4, d, and e” to “d, e, and f” respectively. (3/31/00)R253M98

Add the following:

7. Prefabricated Bridges. Prefabricated Steel Bridges are subsidiary to Item 514(1) Design Build Pathway.

Add the following: Structural Steel will include all work and materials required to install the signs as shown on the plans.

504-5.01 BASIS OF PAYMENT. Add the following: ***deleted***

Removal of existing signs and luminaires mounted to the bridge is subsidiary

(3/31/00)R224M98


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SECTION 505

PILING

Special Provisions

505-1.01 DESCRIPTION. Add the following: Practical refusal is defined as Pile Refusal in Section 505-4.01, numbered paragraph 8 of these Special Provisions.

505-3.03 PILE BEARING VALUES. Delete the first paragraph of this section and substitute the following: Drive all piles, except piles for lighting standards, to the required ultimate bearing capacity. For lighting standards, install piles of sufficient length to cut the pile at the required cut-off elevation and to provide the minimum installed length shown on the plans.

505-3.05 MINIMUM PENETRATION. Add the following: The Contractor shall furnish piles of sufficient length to be driven to the minimum tip elevation, to meet the driving criteria from the wave equation analysis and to provide the required cut off elevation. Pile lengths shall be calculated from the design cut off elevation to the minimum tip elevation. The Contractor shall at his own expanse, increase the pile lengths given to provide for fresh heading and for such additional pile lengths as may be necessary to suit their method of operations.

505-3.07 EXTENSIONS, SPLICES, AND BUILD-UPS. Add the following numbered item:

3. Steel Cap for Structural Steel Sheet Pile Wall. Install the steel cap for the sheet pile wall as shown on the plans. Conform to AWS D1.1 for cap welding.

505-3.09 DRIVING PILES. Add the following: In many cases, pre-boring, spuding, a larger pile-driving hammer, and excavating inside the pile may be necessary in addition to normal pile driving techniques. Sites for the lighting standard foundations can contain subsurface soils that consist of very dense sandy gravel with cobbles and boulders.

Submit a pile-driving plan to the Engineer, for approval, at least 14 calendar days before driving the first steel pipe pile. At a minimum, the pile-driving plan shall consist of the

a. pile driving hammer, or hammers, to be used, b. alternate techniques planned for pile installation, andc. equipment used for the pile driving operation.

When the minimum installed length shown on the Contract Plans can not be achieved, install the pile tip to an elevation established by the Engineer.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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505-3.13 COATING OF STEEL PILES AND SHELLS. Add the following:

Structural steel sheet piles and cap steel need not be galvanized.

505-4.01 METHOD OF MEASUREMENT. Replace paragraph number 2 with the following:

2. Piles not achieving the required ultimate bearing capacity within 1.6 meters below the minimum pile tip elevation shown on the plans shall be driven to a penetration established by the Engineer. Requirement to drive the piles more than 1.6 meters deeper than the estimate pile tip elevation shown on the plans shall be at the written direction of the Engineer. For depths up to 4.6 meters below the estimated pile tip elevations, the contract bid price for piling shall be applied. For depths beyond 4.6 meters below the estimated pile tip elevations, the pile unit costs shall be determined according to subsection 109-1.05 of the Standard Specifications.

Do not measure piles for lighting standards for payment. Include all costs of furnishing and installing piles in Item 660(15), Electrolier and Foundation.

Add the following to paragraph numbered 7. Sheet Piles:

Structural steel for steel cap shown on the plans is subsidiary to this item.

Add the following:

8. Special Pile Excavation: Removal of unusual obstructions causing pile refusal above the specified minimum pile tip elevations, when required by the Engineer, shall be classified as Special Pile Excavation. This work will be measured on time and materials basis in accordance with subsection 109-1.05 of the Standard Specifications. Pile refusal is defined as the condition reached during pile driving which results in a bearing pile driven by an impact hammer having a negligible rate of penetration per blow (such as when a pile tip reaches an impenetrable bottom such as a rock or bedrock layer), and when the effective transferred energy (ram stroke, rate in blows per minute and rate in blows per 0.3 meter) of a properly operating and efficient impact hammer blow is no longer sufficient to advance the pile tip.



505 (14) Special Pile Excavation Contingent SumC STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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SECTION 506

TIMER STRUCTURES

Special Provisions

506-2.01 MATERIALS. Delete the fourth line and add the following: Timber Use Number 1 or Select Structural Coastal Region Douglas Fir and treat after fabrication with copper naphthenate according to ASPA use Category 4A. Use only timber members greater than four inches in thickness.


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Delete this Section in its entirety and substitute the following:

SECTION 508

WATERPROOFING MEMBRANE

Special Provisions

508-1.01 DESCRIPTION. This work consists of furnishing and installing preformed waterproofing membrane on concrete bridge decks as specified.

508-2.01 MATERIALS.

A. Membrane Material. Membranes for bridge deck waterproofing shall be a manufactured type membrane as specified herein. The material shall consist of a cold-applied, self-adhering membrane incorporating a non-woven geotextile embedded between 2 layers of SBS modified asphalt, a primer, and a mastic. The membrane shall have a top layer of non-structural non-woven geotextile for protection against construction traffic. The sheet membrane shall have the following properties:

Property Test Method Specific ValueTensile Strength (kPa)

ASTM D 412Modified Method A

345

Elongation (percent)

ASTM D 412Modified Method A

60 min.

Thickness (mm) ASTM D 1777 1.5 min.Puncture Resistance (kg)

ASTM E 154 11.3 min.

Permeance (perms)(g/Pa•s•m²)

ASTM E 96B 2.87 max.

Pliability ASTM D 146 No cracks bent 180 around 6 mm mandrel at -32 C

Asphalt Concrete Mat Surface Compaction

None 120


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Temperature ( C)

B. Overlay Material. Material requirements for pavement overlays on waterproof membranes shall conform to those specified in Section 401.


508-3.01 APPLICATION OF MEMBRANE WATERPROOFING.

A. General. Install membrane in a manner to assure the following results:

1. A complete bond between the membrane and the concrete surface of deck and curb face.

2. An unbroken waterproof membrane in place between the concrete deck surface and the asphalt overlay.

3. A complete bond between the membrane and the asphalt overlay.

Install the membranes under the supervision of a representative from the membrane manufacturing company and in accordance with the manufacturer's published instructions.

B. Preparation of Concrete Deck. All concrete surfaces including grout in girder keyways to receive membranes shall have attained a compressive strength of not less than 80 percent of the specified 28 day compressive strength (f'c) prior to application of the membrane. The entire deck shall be free of all foreign materials such as dirt, dust, moisture, loose concrete, etc. Prior to applying the membrane primer, all dust and loose materials shall be removed from the deck by power sweeping followed by a thorough cleaning with compressed air. Any sharp concrete edges on the deck surface that would puncture the membrane shall be corrected in a satisfactory manner prior to application of the membrane. Grease, oil, paint, etc., shall be removed with solvents, detergents or sand blasting on decks that are to receive manufactured membranes.


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Perform additional power sweeping, vacuuming, compressed air cleaning, or hand brooming immediately before applying the primer if deemed necessary by the Engineer or Manufacturer's representative.

C. Weather and Moisture Limitations. Work shall not be done during wet weather conditions, nor when the deck and ambient air temperatures are below 4 C.

D. Overlaying and Protection of Membrane. Do not place the asphalt overlay until the bond between the concrete deck and the membrane has fully developed. Vehicles, except the spreader and trucks used for hauling the asphalt overlay mix, shall not be operated on the membrane.

Paving machines used over the membrane shall be rubber tired or rubber tracked. Steel-wheeled rollers only shall be used to compact the asphalt paving on the bridge decks.

Place, spread, and roll asphalt in such a manner that the membrane will not be damaged. Adhere to the manufacturer's published instructions for preparation, laydown, compaction, minimum and maximum temperature limitations for asphalt overlay material. The use of vibratory rollers, with vibrator on, will not be permitted.

508-4.01 METHOD OF MEASUREMENT. Membrane will not be measured for payment.

All materials for the asphalt overlay will be included in the measurements of quantities for the appropriate paving items.

No adjustments will be made in the quantities or prices of materials for asphalt overlay because of any variations resulting from utilizing waterproof membranes of greater or lesser thickness.

508-5.01 BASIS OF PAYMENT. Waterproofing Membrane will be paid for at the contract lump sum price. Payment shall also include all costs of furnishing and installing primers.


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Where Pay Item 508(1) does not appear on the bid schedule, membrane will be considered subsidiary.

Payment for the asphalt overlay will be made under the appropriate paving items.



508(1) Waterproofing Membrane Lump Sum(3/15/00)R172M98


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SECTION 511

MECHANICALLY STABILIZED EMBANKMENT RETAINING WALLS

Special Provisions

511-1.01 DESCRIPTION. . Mechanically Stabilized Embankment (MSE) Retaining Walls shall be constructed according to these specifications and at the locations shown on the plans. The MSE retaining walls shall consist of precast concrete facing panels connected to a metallic strip or grid reinforcement with modified half concrete barrier as shown in the plans. The following is the list of acceptable MSE systems for this project. At the Contractor's option, one of the following acceptable MSE systems may be constructed:

"Reinforced Earth" of the Reinforced Earth Company “KEYSYSTEM 1” 22619 S.E. 64th Place, Suite 240 Keystone Retaining Wall Isaquah, WA 98027 Systems Inc.

Phone: (206)391-0111 444 West 78th St.Minneapolis, Minnesota

55435“Reinforced Soil Embankment” of Hilfiker Walls 1-800-747-8971P.O. Box 2012Eureka, CA 95502Phone: (707) 443-5093

"Retained Earth" of Foster Geotechnical1660 Hotel Circle North - Suite 304San Diego, CA 92108Phone: (619) 688-2400

"Tensar ARES" of Tensar Earth Technologies, Inc.5775-B Glenridge DriveLakeside Center - Suite 450Atlanta, GA 30328Phone: (404) 250-1290

Use only one MSE wall system for installation on this project. Use of multiple systems will not be allowed. The MSE wall system design shall conform to the requirements of Service Load Design in the 1996 AASHTO Standard Specifications for Highway


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Bridges, (with the latest applicable Interim Specifications) and as required on the plans and in these special provisions.

Submit complete working drawings for the selected wall system in accordance with the provisions in Subsection 105-1.02, "Plans and Working Drawings" of the Standard Specifications. Verify the existing ground elevations at the site before preparing the final working drawings. Working drawings shall contain all information required for the proper construction of the system and any required revisions or additions to drainage or other facilities. Supplement working drawings with calculations for each particular installation. The working drawings and calculations shall be sealed and signed by an Engineer who is licensed as a Civil Engineer in the State of Alaska. Allow the Engineer 3 weeks (21 calendar days) to review the working drawings and calculations.

Heights, lengths, and depths of MSE systems may vary slightly from, but shall not be less than those of the MSE walls shown on the plans. The height and length to be used for any system shall be the minimum for the system that will effectively retain the earth behind the structure for the loading conditions, contours, profile, or slope lines shown on the plans. In addition, if the plans show limiting parameters for the systems, the system selected shall conform to those parameters. The construction of the MSE system shall conform to the details on the approved working drawings.

The design data for the MSE retaining wall system on this project consists of:

Reinforced Backfill Unit Weight = 21.7 kN/mReinforced Backfill Friction Angle = 36 degrees

Random Backfill Unit Weight = 21.7 kN/mRandom Backfill Friction Angle = 36 degrees

Foundation Soil Unit Weight = 20.4 kN/mFoundation Soil Friction Angle = 34 degrees

511-2.01 MATERIALS. Furnish materials for the MSE retaining walls conforming to the following:

GENERAL. Purchase and/or manufacture the face elements, reinforcing-mesh, grid or strips, attachment devices, joint filler, and all other necessary components from sources listed in these specifications and as shown on the contract plans. Do not use materials not conforming to the plans, specifications or from sources not listed in the contract documents without written authorization from the Engineer.


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Use fabricated and furnished materials for the MSE wall system on this project conforming to the wall manufacturers requirements of the selected MSE system, and to the applicable design and construction sections of the AASHTO Standard Specifications for Highway Bridges, Sixteenth Edition-1996 with latest interims.

A. MSE Backfill Materials : All MSE backfill materials used in the structure volume shall be free (less than 1 percent as determined by ATM T-6), from organic or otherwise deleterious materials and shall conform to the gradation requirements of Selected Material, Type A with a maximum size of 6-inches or less as determined by ATM T- 7. The material shall have a sodium sulfate soundness loss of less than 10 percent after four cycles, as determined in accordance with AASHTO T 104.

Electrochemical Requirements. The MSE backfill materials shall meet the following criteria:

Requirements Test Methods

Resistivity >3,000 ohm cm AASHTO T 288

pH 5-10 AASHTO T 289

Chlorides <100 parts per million AASHTO T 291

Sulfates <200 parts per million AASHTO T 290

If the resistivity is greater or equal to 5000 ohm-cm, the chloride and sulfates requirements may be waived.

B. Acceptance of Material. Furnish to the Engineer a Certificate of Compliance certifying that all of the MSE system materials comply with the applicable contract specifications. A copy of all test results performed by the Contractor necessary to assure contract compliance shall also be furnished to the Engineer.

The Engineer will base acceptance on the Certificate of Compliance, accompanying test reports, and visual inspection. The Engineer may require additional testing. If in the opinion of the Engineer, materials furnished for the MSE system do not meet the requirements as specified above, they will be rejected and shall be replaced at the Contractor’s expense. Final approval and acceptance of the MSE wall system will be subject to field inspection by the Engineer.


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C. Aesthetic Fascia. Fascia shall conform to the following requirements:

Texture: Ashlar Stone

Color: Davis Colors – Wall – Miami Buff – 1 lb. of No. 5447 per bag of cement.

Davis Colors – Enhancement – Tile Red – 3 lbs. of No. 1117 per cement.

Enhancement: Salmon. Design shall be embedded or flush. Sizes of the Salmon shall vary from life size to three times life size. Panels associated with the enhancement shall be colored Tile Red. All MSE walls shall be colored Miami Buff. Walls Band D will be enhanced with Salmon as shown in the landscaping plan sheets. Wall B will have a minimum of 10 salmon, with 3 salmon three times life size. Wall D will have 25 salmon, with 5 salmon three times life size.


511-3.01 EXCAVATION AND FOUNDATION. Excavate and prepare the foundation in conformance with Section 205, Excavation, Backfill and Foundation Fill for Structures.

Foundation Preparation. Grade the foundation for the structure level for a width equal to or exceeding the length of reinforcement elements plus 0.3m or as shown on the plans. Compact the foundation soil prior to wall construction, except as noted below and where constructed on rock, with a minimum of two passes with a vibratory drum compactor. Remove any foundation soils found to be unsuitable and replace with backfill as per Section 205. Provide a non-reinforced concrete cast-in-place foundation leveling pad of the type shown on the plans or approved working drawings.

511-3.02 WALL ERECTION. Provide an on-site representative from the proprietary wall system being used to assist the Contractor and Engineer during the erection of the wall. The services of the representative shall be at no additional cost to the State.

Place concrete panels so that their final position is as shown in the plans. Panels shall be handled by means of lifting devices connected to the upper edge of the panel or as per the MSE wall supplier’s recommendations. Panels shall be placed in successive horizontal lifts in the sequence shown on the working drawings as backfill placement proceeds. As backfill material is placed behind the panels, maintain the panels in vertical position by C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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means of temporary wedges or bracing according to the wall supplier’s recommendation. Do not exceed vertical and horizontal tolerances of 19mm as measured with a 3m straight edge. During construction, the maximum allowable offset in any panel joint is 19mm. Do not exceed 12mm per 3m of wall height for the overall vertical tolerance of the wall. Check plumb and tolerances of each panel row at the face prior to erection of the next panel row. Remove backfill and reset panels when any panels are out of tolerance. Provide uniform horizontal, vertical and slope joint openings between panels no larger than 32mm and no smaller than 12mm.

Place reinforcement elements normal to the face of the wall, unless otherwise shown on the plans. Prior to placement of the reinforcing elements, compact backfill in accordance with Section 205 of the Standard Specifications.

Backfill Placement. Closely follow erection of each course of panels with backfill placement. Place backfill in such a manner as to avoid any damage or disturbances of the wall materials or misalignment of the facing panels. Remove and replace any wall materials that become damaged during backfill placement. Correct any misalignment or distortion of the wall facing panels due to placement of backfill outside the limits of this specification.

Compact backfill to 95 percent of the maximum density as determined by AASHTO T 180 or ATM T-12. Where spread footings support bridge or other structural loads, compact the top 1.5m below the bottom of the footing elevation to 98 percent of the maximum density as determined by AASHTO T 180 or ATM T-12. Do not exceed 200mm of lift thickness after compaction. Decrease this lift thickness, if necessary, to obtain the specified density. Field density will be determined in accordance with ATM T-11.

Achieve compaction within 1 meter of the back face of the wall facing with at least three passes of a lightweight mechanical tamper, roller or vibratory system.

At the end of each day's operation, slope the last level of backfill away from the wall facing to rapidly direct water runoff away from the wall face. In addition, do not allow surface runoff from adjacent areas to enter the wall construction site.

511-4.01 METHOD OF MEASUREMENT. Mechanically Stabilized Embankment Retaining Walls will be measured by the square meter of wall face, not including the modified half concrete barrier, measured along the face of the wall. Regardless of the type of system actually constructed, the square meter area for payment will be based on the height and length of each section of mechanically stabilized embankment retaining wall shown on the plans that was constructed. The height of each section will be taken as


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the difference in elevation on the outer face from the bottom of the lowermost face panel to the top of the uppermost face panel, based on the approved working drawings.

Tapered wall sections will be measured using the average height resulting from the height measured at each end of the tapered section.

511-5.01 BASIS OF PAYMENT. The contract price paid per square meter of MSE wall face for MSE Retaining Walls shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all work involved in constructing the earth retaining structure; including bar reinforcing steel, excavation, leveling pad, face panels, coping, and all parts of or appurtenances to the earth reinforcement system, complete in place, as shown on the plans, as provided in the Standard Specifications, Standard Modifications and these Special Provisions, and as directed by the Engineer. Modified half concrete barriers, with the exception of the modified half concrete barrier connected to the Noise Barrier, is subsidiary to item 511(1) MSE Retaining Wall.



511(1) MSE Retaining Wall Square Meter


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SECTION 514

ELEVATED PATHWAY

514-1.01 DESCRIPTION. Construct an Elevated Pathway to the line and grade shown on the plans between Elevated Pathway stations 10+553 and 10+705.

514-2.01 MATERIALS REQUIREMENTS.

Structural Concrete Subsection 501-2.01Prestressed Concrete Subsection 502-2.01Reinforcing Steel Subsection 503-2.01Steel Structures Subsection 504-2.01Piling Subsection 505-2.01Timber Subsection 506-2.01Bridge Railing Subsection 507-2.01


514-3.01 TYPE OF CONSTRUCTION. Use reinforced concrete, prestressed concrete or galvanized structural steel. 514-3.02 PERFORMANCE CRITERIA. Conform to the AASHTO Standard Specifications for Highway Bridges and the AASHTO Guide Specification for Design of Pedestrian Bridges.

Provide the following:

Ductile details for members and joints Reinforced concrete pile caps without stepped bearing surfaces Minimum span lengths of 20 meters and maximum span lengths of 52 meters Minimum live load capacity for 25% of HS20 design vehicle Reinforced concrete broom sweep finished deck or pressure treated timber deck, 4.2

meters wide between rails. Galvanized steel bicycle railings. No structures or features shall be allowed in Campbell Creek.


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514-3.03 FABRICATION. Use the construction requirements in the sections listed for:

Structural Concrete Section 501Prestressed Concrete Section 502Reinforcing Steel Section 503Steel Structures Section 504Piling Section 505Timber Section 506Bridge Railing Section 507

514-3.05 SUBMITTALS. Submit to the Department for review and approval the following Elevated Pathway items:

a. Preliminary plans 10% complete 60 days prior to any Elevated Pathway construction. Include in the preliminary submittal:

1. Plans showing structure type and size 2. Hydraulics scour analysis and design high water 3. At least one subsurface test hole and test hole boring log

conforming to AASHTO for each foundation element

b. Review plans, 75% complete, 30 days prior to any Elevated Pathway construction.

c. Complete plans and calculations 15 days before beginning construction on the Elevated Pathway. The Contractor shall include in this submittal stamped and signed by a professional engineer registered to practice engineering in the State of Alaska and by the Contractor:

1. Calculations2. Independent check calculations3. Stamped and signed plans4. Installation procedures

Do not begin Elevated Pathway construction without written approval from the Engineer. Do not fabricate any bridge component without the written approval of the Engineer.

514-4.01 METHOD OF MEASUREMENT. No compensation will be paid for delays resulting from inadequate Elevated Pathway calculations, foundation exploration, foundation recommendations, plans or installation procedures. All items associated with


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the Elevated Pathway including but not limited to the substructure elements, bearings, joints, railings and false work are subsidiary. Method of measurement will be by the number of meters of Elevated Pathway.

514-5.01 BASIS OF PAYMENT. Payment for Item 514(1) Elevated Pathway includes all labor, equipment, materials, and submittals necessary to furnish and construct the Elevated Pathway in its entirety and as accepted by the Engineer. Payment will be at the contract unit price per meter of Elevated Pathway.


514(1) Elevated Pathway Meter


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SECTION 603

CULVERTS AND STORM DRAINS

Special Provisions

603-1.01 DESCRIPTION. Add the following: This work shall also consist of installing culvert marker posts.


603-2.01 MATERIALS. In the second paragraph, delete “(900 mm maximum diameter)”.

In the fourth paragraph, delete the last sentence.

Special Provisions

603-2.01 MATERIALS. Add the following: Culvert marker posts shall meet the requirements of subsection 730-2.05 Delineator Posts, for item 2. Flexible Posts. The color shall be blue with no other markings. The 65 mm by 1800 mm post shall be rectangular in cross-section with reinforcing ribs capable of a minimum bending radius of 230 mm.


603-3.03 JOINING PIPE.

2. Metal Pipe. Replace the second sentence with the following: “Use bands that are no more than two nominal sheet thicknesses lighter than the pipe being joined, and in no case lighter than 1.3 mm.” (02/08/01)M95

Special Provisions

603-3.06 CULVERT MARKER POSTS. Add the following subsection: Culvert marker posts shall be installed on the approach side of storm drain outfalls 750 mm and smaller, field inlets not in paved parking lots, all end sections to cross culverts, or as directed by the Engineer. 1070 mm of post shall remain above the ground after driving.

603-4.01 METHOD OF MEASUREMENT. Add the following: Culvert marker posts will not be measured for payment.


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603-5.01 BASIS OF PAYMENT. Add the following: Culvert marker posts will not be paid for directly, but will be subsidiary to pipe items.

(5/31/96)R42M


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SECTION 604

MANHOLES AND INLETS

Special Provisions

604-3.01 CONSTRUCTION REQUIREMENTS. Add the following after the third sentence: Any proposed access manhole that falls within a concrete sidewalk or asphalt pathway must comply with the following conditions:

1. construct access manholes, regardless of type, with a frame and cover cast

2. frame and cover cast shall be with a rough cobbled grit surface, or specifically designed to hold fill

3. install recessed covers depressed a minimum of 25 mm, and suitable for concrete or asphalt fill, as applicable.

Under the heading “Reconstruct existing manhole by using one or more of the following methods,” add the following:

6. Salvage existing frame and grate, remove and dispose of the existing reducing slab and adjustment rings and install a new cover slab (reducing slab without an access hole). Salvaged frame and grate shall be delivered to the local DOT maintenance station.

Add the following: When installing new pipe in an existing manhole, cleanly cut a hole by approved means at the invert elevation given on the plans and 50 mm larger than the outside diameter of the new pipe. Then, grout joint with non-shrinking cement mortar.

All curb inlet structures shall have a 75 mm formed hole approximately .6 m below the top of casting on the project centerline side to provide for direct drainage during subgrade construction to avoid embankment saturation. Keep the openings functional. This may require temporary dikes, RMC extensions, etc., as necessary. Fill these holes with grout upon final paving.

Cast standard drainage structure steps during structure pour or install them before concrete hardens.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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604-5.01 BASIS OF PAYMENT. Add the following: Frames, grates and lids are subsidiary to the drainage structure.

Delete Item 604(1) Storm Sewer Manhole and add the following new pay items:


604(1) Storm Drain Manhole, Type ___ Each

(9/1/00)R43M98*


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SECTION 606

GUARDRAIL


606-2.01 MATERIALS. Delete Flexible Markers in its entirety and substitute the following:

Flexible Markers. Use flexible markers with an over all length of 1,800 mm. The marker shaft shall have a coil spring at the bottom and a flag at the top. The shaft and spring shall be one piece and made from galvanized spring steel. The flexible marker shall have an orange HDPE flag that provides approximately 129 cm2 of surface area. Use stainless or galvanized steel attaching hardware. The following is an example of an acceptable flexible marker:

Furnish flexible markers with two 75 mm wide strips of white reflective sheeting, covered by a weather-resistant clear film, completely around the pole. Place the first strip 25 mm from the top of the pole and the second 40 mm below the first. Use attachment hardware made of either stainless or galvanized steel.

Model: FF2

Manufacture: Nordic Fiberglass, Inc.P.O. Box 27Highway 75 SouthWarren, MN 56762

Phone: (218) 745-5095 Fax: (218) 745-4990E-mail: www.nordicfiberglass.com

If using another brand, submit specifications to the Engineer for approval prior to ordering the markers.

606-3.01 GENERAL. Add the following: Treat field cuts to timber posts and blocks according to AWPA standard M 4.(10/19/98)M 67


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Special Provisions

606-3.01 GENERAL. Replace the second sentence of the first paragraph with the following: Conform to these Specifications and the Standard Drawings with the following exception. Modify Standard drawing G-20 to only allow an offset of 300 mm.(03/07/02)R266M98

606-3.05 TERMINAL SECTIONS. Delete the fourth paragraph (flexible markers) in its entirety and substitute the following:

Attach flexible markers, in a vertical position, to the last post of each guardrail terminal using two pipe bracket holders spaced 300 mm apart. Attach to wooden guardrail posts with wood screws and to steel guardrail posts with hex bolts. (03/14/00) M 88

Special Provisions

606-3.06 REMOVAL AND RECONSTRUCTION OF GUARDRAIL. Add the following: Guardrail removed and to be replaced with new guardrail shall have the entire new run installed within 7 calendar days after removal.

Guardrail located within 15 meters of bridge ends shall have the new guardrail installed by the end of the shift in which the existing guardrail is removed.

606-3.07 REMOVAL AND DISPOSAL OF GUARDRAIL. Delete the last sentence and substitute the following: Notify the Engineer, five (5) days prior to removing guardrail for disposal. At that time, the Engineer will physically identify portions of guardrail to be salvaged. All guardrail and associated hardware so designated, will be delivered to the Department of Transportation Maintenance Yard located in Anchorage. All remaining items removed become the property of the Contractor.

606-3.09 FLEXIBLE MARKERS. Add the following subsection: For each slotted rail terminal, a flexible marker shall be attached to the extreme piece of rail. The flexible markers shall be attached using hardware and attachment methods recommended by the manufacturer. The flexible markers shall have a minimum of 530 millimeters of marker extending above the top of the guardrail. The reflective tape shall face the nearest oncoming traffic.


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606-3.10 LENGTH OF NEED VERIFICATION. Add the following subsection: After shaping the slopes and staking all proposed guardrail locations, the Contractor shall notify the Engineer to field verify the beginning and ends. The Engineer prior to


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installation will approve the staked location of the guardrail. The Engineer may determine that additional guardrail is necessary, and the Contractor shall comply without delay. (10/01/01)R45aM98


606-4.01 METHOD OF MEASUREMENT. Delete the second to the last paragraph and substitute the following:

Guardrail/Bridge Rail Connection. Per each, installed in place. Each connection includes all brackets, beam sections, transition pieces, and all posts and associated hardware required to connect the guardrail section to a bridge rail according to the Plans and the Special Provisions.(10/19/98)M 66


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SECTION 607

FENCES

Special Provisions

607-1.01 DESCRIPTION. Add the following: Work under this section shall also include the installation of a temporary fence around vegetation to remain, maintenance for the duration of the project and removal after project is complete.

This work shall consist of constructing noise barrier walls to lines and grades shown in the plans using a post-and-panel sound absorptive system as manufactured by

QUILITE International, LLC, Durisol Inc.Los Angeles, CA, 90045, Hamilton, Ontario(310) 641-7701, (905) 521-0999

or an approved system of equal performance. Equal will be measured by the Engineer assessing product features and evaluated against noise barrier criteria. The close proximity of noise barriers to adjacent housing, gardens and buildings has resulted in the residents and owners requesting a ***deleted*** structure to provide a more pleasant sunlight condition.

To accommodate public and environmental conditions the noise wall is required to provide not only noise reduction but the following also:

1) The noise barrier design will be configured such that reflection or refraction of light will not impair drivers’ or pedestrians’ ability to safely use the roadway and pathways.

2) Visual screening by the noise wall naturally occurs because of the wall location. Therefore, lower sections of the wall shall provide a visual barrier, while upper sections of the wall maybe transparent. For example, Noise Barrier N4 maybe transparent so as not to hide the pathway from the road traffic provided condition 1 above is met.

3) Noise Barrier N2A is mounted on MSE Wall D. All other noise barriers may be mounted on a solid base wall structure as recommended by the manufacturer and approved by the Engineer, provided the wall height does not exceed 810 mm.

4) Approximately 10 percent of the noise wall area may be of a solid-wall construction. The solid sections shall be panels that extend from the top of the base wall to the top of the noise wall. The base wall mentioned in 3) above, and support columns are not part of the 10 percent. The Engineer shall approve the fascia and proposed locations along the noise wall for the solid panels.


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Light energy (sunlight) transmission through the translucent sections of the barrier shall be 80% per ASTM D-1003, or as permitted by coating or tinting applications to the clear plastic blocks which are specified in the approved noise barrier system.

Use only one noise barrier system for installation on this project. ***deleted***. The noise barrier system shall conform to the requirements of the 1989 AASHTO Guide Specifications for Structural Design of Noise Barriers (with the latest Interim's) and the Service Load Design in the 1996 AASHTO Standard Specifications for Highway Bridges, (with the latest applicable Interim Specifications).

Submit complete working drawings and calculations for the selected noise barrier system in accordance with the provisions in Subsection 105-1.02, "Plans and Working Drawings" of the Standard Specifications. Verify the existing locations and ground elevations at the site before preparing the calculations and final working drawings. Working drawings shall contain all information required for the proper construction of the system and any required revisions or additions to drainage or other facilities. Supplement working drawings with calculations for each particular installation. The working drawings and calculations shall be sealed and signed by an Engineer who is licensed as a Civil Engineer in the State of Alaska. Allow the Engineer 3 weeks (21 calendar days) to review the working drawings and calculations.

Heights and lengths of noise barrier wall systems may vary slightly from, but shall not be less than those of the noise barrier system walls shown on the plans. The height and length to be used for any system shall be the minimum for the system that will effectively reflect and/or absorb the noise generated by the roadway. In addition, if the plans show limiting parameters for the systems, the system selected shall conform to those parameters. The construction of the noise barrier system shall conform to the details on the approved working drawings.

The design data/criteria for the noise barrier wall system on this project consists of:

Wind Loading = 161 Kph Wind load calculations per ASCE 7-98 for the job specific post and panel structures prepared by an Engineer who is licensed as a Civil Engineer in the State of Alaska. Acoustical Performance: NRC value at least 0.6 in accordance with ASTM C423-90a and

STC value of at least 25 in accordance with ASTM E90-90.

Additionally field test reports prepared by a certified laboratory shall be submitted to the Engineer within 30 days of wall completion to verify that the system meets noise reduction performance when installed in the field.

This work shall consist of constructing a jersey barrier structure in conjunction with MSE Wall No. N2A and the noise barrier.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Fence and Guardrail (Temporary Fence Requirements) Section 710 as modified

Furnish materials for the noise barriers conforming to the following:

Light transmitting block shall be of a polycarbonate plastic or acrylic. The self ignition temperature for the block and bezel shall be greater than 450 degrees C when tested according to ASTM D1929. The horizontal burn rate shall be less than 25mm when tested per ASTM D635. ***deleted***

The noise trap cavities in the bezel shall be at least 60% filled with a 1.4 Kg per square meter fiberglass pad or equivalent.

Panel frames and channel sections of the frame work shall be manufactured using ASTM A653M, Grade 50 Steel ***deleted***.

Gaskets used to seal the block/bezel assembles in the frame shall be of EPDM neoprene (compound 60-k-20). ***deleted***

Use fabricated and manufactured materials for the system on this project conforming to the noise barrier manufacturers requirements and to the applicable design and construction sections of the 1989 AASHTO Guide Specifications for Structural Design of Noise Barriers.

Posts shall be wide flange beams or tubular steel ASTM A709M Grade 30 or better, size to meet wind loading and seismic requirements.

All welding for assembly and installation of the noise barrier shall be in compliance with AWS D 1.3.


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All steel surfaces that are not protected against corrosion shall be hot dipped galvanized or powder coated as specified.

Hot dipped galvanizing shall conform to ASTM A153M and ASTM D123.

The Contactor has the option of dying concrete or painting the concrete fascia. Dye used in coloring of the concrete fascia shall be white. The Contractor shall supply Land Design North, Monique Anderson, (phone number (907) 276-5885), white paint chips, for approval. Paint color shall match the Concrete White of the column fascia and noise block/bezel assemblies color shall be forest green.

Apply paint over galvanized surfaces shall be formulated to conform to the following: ASTM D3732,3269,562,1210,1640 and 1460, Procedure A.

Powder coating shall conform to ***deleted***; D3363-92a, pencil hardness condition H-2H; D-2794 93 DIR/REV impact, Gardner 40/0 56 J; and B-117-94 Salt Spray, 1000 hours.

Sound Reduction: The A-rated noise reflected from the barrier compared with noise projected directly in front of the barrier shall be reduced 10 dB or greater for frequencies between 500Hz and 8000Hz ***deleted***.

Thermal Movement: The panel shall be designed to allow thermal movement between vertical posts over a temperature change of 82.2 degrees C without any damaging deflection of the panel system.

***deleted***

Graffiti Resistance: The sound panels shall be resistance to oil, acrylic and latex based paints and will be removable with 65.5 degree C jet of water assisted with non abrasive cleaning agent. Apply graffiti protection to the posts.

Acceptance of Material. Furnish to the Engineer a Certificate of Compliance certifying that all of the noise barrier system materials, fabrication and construction comply with the


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applicable contract specifications. A copy of all test results performed by the noise barrier manufacturer and the Contractor necessary to assure contract compliance shall also be furnished to the Engineer.

The Engineer will base acceptance on the Certificate of Compliance, accompanying test reports, and visual inspection. The Engineer may require additional testing. If in the opinion of the Engineer, materials furnished for the noise barrier system do not meet the requirements as specified above, they will be rejected and shall be replaced at the Contractor’s expense. Final approval and acceptance of the noise barrier system will be subject to field inspection by the Engineer


607-3.01 CONSTRUCTION REQUIREMENTS. In the ninth paragraph, change “minimum” to “maximum”. (06/25/99)M 73

Special Provision

607-3.01 CONSTRUCTION REQUIREMENTS. Add the following:

Temporary fence shall be installed after clearing and grubbing is complete. The Contractor shall erect a clearly visible fence to protect the vegetation to remain at the dripline of existing trees. Vegetation to remain shall be completely enclosed by the fence. Support pickets shall be 3 meters on center. The temporary fence material shall be approved by the Project Engineer prior to installation and shall be sufficient to protect trees for the duration of the project.

Excavate and prepare the foundation in conformance with Section 205, Excavation, Backfill and Foundation Fill for Structures.

Foundation Preparation. Grade the foundation for the noise barrier structure as shown on the plans. Remove any foundation soils found to be unsuitable and replace with backfill as per Section 205.

607-3.02 NOISE BARRIER ERECTION. : Noise barrier wall shall be install as per manufacture’s recommendation. The Manufacture’s representative who is familiar with the dynamic wind load testing of the barrier and the wind load calculations for this project installation shall inspect and certify that the wall was construction as per the manufacture’s requirements. After construction of the wall is complete any gaps between the bottom of the wall and the ground shall be filled as directed by the Engineer.


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At the end of each day's operation direct water runoff away from the noise barrier construction site. In addition, do not allow surface runoff from adjacent areas to enter the construction site.

607-4.01 METHOD OF MEASUREMENT. Add the following: The temporary fence will be measured by the ***deleted*** meter of fence installed, maintained for the duration of the project, and removed at completion of the project.

Noise barriers will be measured by the square meter of wall face measured along the face of the barrier. Regardless of the type of system actually constructed, the square meter area for payment will be based on the height and length of each section of noise barrier system shown on the plans that was constructed. The height of each section will be taken as the difference in elevation on the outer face from the bottom of the lowermost face panel to the top of the uppermost face panel, based on the approved working drawings.

Tapered wall sections will be measured using the average height resulting from the height measured at each end of the tapered section.

607-5.01 BASIS OF PAYMENT. Add the following: Any replacement or reconstruction of chain link fence on the project will be subsidiary to Item 607(7) Noise Barrier.

Temporary fence at the contract unit price per Pay Unit as shown below. This price will be full compensation for furnishing materials, all labor, equipment, and incidentals necessary to complete these items.

The contract price paid per square meter of Noise Barrier face for shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all work involved in constructing the noise barriers; including reinforcing steel, excavation, leveling pad, face panels, coping, support posts, foundations and all parts of or appurtenances to the noise barrier system, complete in place, as shown on the plans, as provided in the Standard Specifications, Standard Modifications and these Special Provisions, and as directed by the Engineer.

The jersey barrier constructed in conjunction with the MSE Wall No. N2A and the noise barrier shall be subsidiary to Item 607(7) Noise Barrier.Add the following pay items:Pay Item No. Pay Item Pay Unit

607(7_) Noise Barrier __ Square Meter

607(8) Temporary Fence MeterC STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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SECTION 608

SIDEWALKS

Special Provisions

608-1.01 DESCRIPTION. Add the following: This work also consists of constructing asphalt pathway(s) and patterned asphalt median(s) in conformance with the plans.

608-2.01 MATERIALS. Delete paragraph number 2 and substitute the following:

2. Asphalt Sidewalk and Asphalt PathwayAsphalt Cement, PG52-28 Subsection 702-2.01Asphalt Aggregate shall be Type III Subsection 703-2.04

Mix Design Requirements (ATM T-17)Marshall Stability, N, min. 4450

Percent Voids, Total Mix 2-5Compaction, Blows/side 50

608-3.03 SIDEWALK RAMPS. Delete this subsection and substitute the following:

608-3.03 CURB RAMPS. Replace the first sentence with the following: Remove existing curb ramps and construct curb ramps according to the details and locations shown on the Plans. Install composite detectable warning tiles such as Armor Tile Cast-In-Place In-Line Tactile Panels, manufactured by Engineered Plastics, Inc., or approved equal as shown in the details on the Plans.

Add following subsections:

608-3.04 ASPHALT PATHWAY. Construct asphalt pathway in accordance with subsection 608-3.02 Asphalt Sidewalks.


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608-3.05 PATTERNED ASPHALT MEDIAN. Construct patterned asphalt medians in accordance with subsection 608-3.02, Asphalt Sidewalks. The pattern for patterned asphalt medians shall be off-set brick in standard brick dimensions. The color shall be FED. STD. 595 color 30112, standard brick red. Pattern shall be pressed into a hot asphalt pavement to provide a recessed joint between the bricks. The coating shall be a two part epoxy, or other material approved by the Engineer, which is approved for roadway surfaces. Coating shall be applied in such manner that the color does not fill the joint areas of the brick pattern and completely covers the asphalt pavement surface.


608-4.01 METHOD OF MEASUREMENT. In both the first and second paragraphs, after “finished surface” insert “, including ramps”.

(06/25/99)M 74

Special Provisions

Delete the fourth item “Sidewalk Ramp” and substitute the following:

Curb Ramp. By each installation, complete in place, including removal of the existing curb ramp, construction of the ramp runs, flares, and landings necessary to provide a single street-level access.

Add the following:

Asphalt Pathway. By the megagram of asphalt concrete in accordance with Section 109, Measurement and Payment. Asphalt cement will not be measured for payment.

Patterned Asphalt Median. By the square meter.

Additional asphalt pavement used for matching existing surfaces such as paved parking lots behind a new sidewalk/pathway will be measured and paid under this section.

608-5.01 BASIS OF PAYMENT. Add the following: Asphalt cement for Asphalt Pathway and Patterned Asphalt Median will be subsidiary to Item 608(7), Asphalt Pathway and Item 608(18) Patterned Asphalt Median, respectively. Backing curb will be subsidiary to Item 608(6), Curb Ramp.

Embankment and bed course materials will be furnished, placed and paid under Sections 203 and 301, respectively.


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Add the following: Concrete and tactile warning bumps used in the construction of curb ramps are subsidiary to item 608(6) Curb Ramp.

Delete Item 608(6), Sidewalk Ramp, and add the following pay items:


608(6) Curb Ramp Each

608(7) Asphalt Pathway Megagram

608(18) Patterned Asphalt Median Megagram

(2/1/00)R47M98 (05/14/01)R256M98


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SECTION 609

CURBING

Special Provisions

609-3.02 CAST-IN-PLACE CONCRETE CURBING. Add the following to the fifth paragraph: Concrete placed by the extrusion or slip-form process shall have a slump of less than 50 mm.

(2/1/00)R202M98

609-3.05 CURB RAMPS. Delete this Subsection in its entirety.


609-4.01 METHOD OF MEASUREMENT. In the first paragraph, after “drainage structures” insert “or ramps”.

(06/25/99)M 75

Delete the second paragraph.

609-5.01 BASIS OF PAYMENT. Delete Pay Item 609(3), Curb Ramp.

(05/14/01)R256M98


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SECTION 615

STANDARD SIGNS

Special Provisions

615-2.01 MATERIALS. Under item 1. delete the first sentence and substitute the following: Unless Shop Drawings have been provided in the Contract, submit all signs that require the use of the Alaska Sign Design Specifications (ASDS), the Department of Transportation and Public Facilities - Sign Face Fabrication Requirements, and the Alaska Traffic Manual, letter width and spacing charts for approval before fabrication.

615-3.01 CONSTRUCTION REQUIREMENTS. Delete item 7 and substitute the following:

7. Notify the Engineer five (5) days prior to beginning sign salvage activities. At that time, the Engineer will physically identify those signs to be salvaged. For each sign so designated, disconnect sign post from panel. The panels shall then be grouped together in a manner to preclude damage. Posts shall also be grouped together as with hardware in a workmanlike manner. Deliver sign panels, posts and hardware to the State Maintenance Yard located in Anchorage. Do not deliver salvaged materials until they have been inspected and approved by the Engineer. Replace all panels, posts and hardware damaged during salvaging or delivery with new panels, posts and hardware at no additional cost to the Department.

Remove and dispose of project signs and/or parts designated for removal and not selected for salvage.

Dispose of foundations from salvaged existing signs in a manner approved of by the Engineer (remove and dispose, abandoned in place, or otherwise dispose). If foundations are abandoned in place, the tops of the foundations, reinforcing steel, anchor bolts, and conduits shall be removed to a depth of not less than 300 millimeters below roadway subgrade or unimproved ground, whichever applies. All signs and posts at a single installation shall be considered as one unit.

615-3.02 SIGN PLACEMENT AND INSTALLATION. Add the following: Do not remove existing signs without authorization from the Engineer.

615-4.01 METHOD OF MEASUREMENT. Add the following to the second paragraph: Concrete used for sign bases is considered subsidiary to other work under this section.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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615-5.01 BASIS OF PAYMENT. Add the following: No separate payment for keeping existing signs in service until they are no longer needed, or temporary relocation of existing signs will be made. This work is subsidiary to Item 615(1), Standard Sign.

No separate payment for removal of existing sign post foundations, or work required to abandon them in place will be made, but shall be subsidiary to Item 615(1), Standard Sign.

No separate payment for salvaging activities detailed in subsection 615-3.01 will be made. This work will be subsidiary to Item 615(1), Standard Sign.

(05/16/01)R50M98


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SECTION 617

RAILROAD CROSSINGS

Special Provisions.

617-1.01 DESCRIPTION. Add the following: The Contractor will also perform the following automatic signal foundation and gate work at the proposed road crossings:

a. Install 100mm Rigid Metal Conduit (RMC) with pull cord from the existing power source to all new type 1A and II junction boxes as shown on the Railroad Crossing Electrical Plan sheet.

b. Install bored cantilever signal foundations as shown on the Railroad Signal and Gate Foundation, Concrete Shaft sheet.

c. Install metal gate foundations furnished by the Alaska Railroad.d. Install 75mm RMC from new junction box to metal gate foundation,

cantilever foundation and track stub out.e. Maintain signal system integrity at all times.f. Any changes to signal the Project Engineer and the Alaska

Railroad will approve plans. g. Provide as built drawings of utility work to the ARRC.

The Alaska Railroad will perform the following work:

a. Install all necessary wire runs in new conduit and new signal bases.b. Provide and install adapter for cantilever signal base from new signal

foundation to cantilever base.c. Remove cantilever signal and gate mechanism and reinstall on new

foundations.d. Install all bonds and make all signal track connections.e. Align signals and make all signal system adjustments.

617-1.02 SCOPE-OF-WORK. Add the following subsection:

PHASE I Install Temporary Crossing signals and gates.

The ARRC will install new crossing gates at the temporary crossing location.


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PHASE II Remove Existing Railroad Crossing signals and gates.

a. The ARRC will remove cantilever masts and lights, controller and crossing gates. These items will be transported by the ARRC to their Anchorage maintenance yard. The ARRC will notify the Contractor, through the Engineer, when this work item is complete and removal of the bases, etc. can begin.

b. The Contractor shall remove and dispose of concrete cantilever bases, metal gate bases, controller foundation, junction boxes and conduit. The Contractor shall backfill the holes with Selected Material, Type A.

c. Power will be maintained to the Railroad load center.

The Contractor may elect to modify these plans or submit alternative sequencing plans. All modified and/or alternative construction sequencing plans shall be submitted for approval of the Engineer and the ARRC. The Contractor shall allow 10 days for review of any submitted plan. Changes in the plan resulting from unforeseen circumstances may be allowed during construction, provided a minimum of 48 hours are allowed for review, and the changes are approved by the Engineer. All plans submitted must also meet the approval of the ARRC.

Any changes, by the Contractor, in contract scheduling that result in the conditions of this specification not being met shall be the responsibility of the Contractor and additional coordination with the ARRC will be required.

617-3.01 CONSTRUCTION REQUIREMENTS.

Delete subparagraph d., under numbered paragraph 1. General, and add the following: The Alaska Railroad shall furnish and install all wire, signal equipment, and all other work and material necessary to obtain a complete and operational system. The Department shall pay for all costs for this work.


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Add the following under numbered paragraph 1. General:

e. Construction work on or in the vicinity of the ARRC mainline track, will require the Contractor to schedule the work so that conflicts with ARRC traffic shall be kept to a minimum. The Contractor shall submit the proposed schedule for performing the required work to ARRC ten (10) days prior to the Preconstruction Conference. The schedule shall include the number of days required for each item of work or segment thereof.

f. Track closures are at the discretion of the ARRC and will be evaluated on a case-by-case basis. All work affecting the Railroad must fall within the time constraints set by the ARRC. Trains are scheduled through the project area every one to three hours (average). Closures can be scheduled with the ARRC no more than 24 hours before the closure time, however, the Railroad will make every effort to allow more than 24 hours notice. Railroad crossings must have an operating signal or railroad flagging at all times. If the Contractor chooses to establish or operate a temporary crossing for his use, he shall obtain all permits and bear all costs associated with the crossing. All work shall be coordinated through the Engineer with the ARRC Chief Engineer.

g. All work on, or within 20 feet of the active track, shall require full flag protection and/or slow order protection, as may be necessary.

h. At the close of each work day, inform the Engineer or his representative of the location and nature of the work to be performed the following day. Secure prior approval from ARRC for any item of work resulting in delay to traffic, including slow orders. Submit requests for approval at least 24 hours in advance of the work.

617-4.01 METHOD OF MEASUREMENT. Revise the second paragraph to read as follows: Cantilever Signal Foundations, Railroad Furnished Signal Bases, Type 1A and II Junction Boxes and RMC paid for as a lump sum item will not be measured for payment.

617-5.01 BASIS OF PAYMENT. Add the following: Payment for work that is performed by the ARRC, and is not part of temporary Railroad crossings requested by the Contractor for his own use, will be by the Department through the utility agreement. This includes Railroad flagging, which is required when working within 6 meters of the track centerline.


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If the Contractor calls for flagmen and, through no fault of the Department or the Railroad, the flagmen are not needed, payment shall be deducted from monies due the Contractor. The Contractor shall pay for other flagging, required by the Contractor’s operation.

Selected Material, Type C, Aggregate Base Course, and Temporary Pavement required to build the highway detour will be paid for separately under their respective pay items.

All traffic control measures required will be paid for separately under their respective pay items.

No payment will be made for ballast material that is outside the design lines, grades and section envelope.

Cantilever Signal Foundations, Railroad Furnished Signal Bases, Junction Boxes and conduit shall be paid for at a lump sum price, for all required and shall be full compensation for all labor, materials and equipment necessary to complete the required work as specified in this section.

Add the following pay item:


617(9) Railroad Crossing Signalization Lump Sum


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SECTION 618

SEEDING

Special Provisions

618-1.01 DESCRIPTION. Delete this subsection in its entirety and substitute the following: Seed all new or disturbed areas shown on the Plans and any other areas identified by the Engineer within the project limits.

This work consists of topsoil preparation, hydraulic application or hand broadcasting of the seed, finishing work including raking seed into the soil, fertilizing and limestone application in conformance with the Plans and Specifications.

618-2.01 MATERIALS. Add the following to the list of materials:

Schedule A Subsection 724-2.02, Table 724-1Schedule B Subsection 724-2.02, Table 724-2Mulch Subsection 727-2.01


Replace subsection 618-3.01 with the following:

618-3.01 SOIL PREPARATION. Clear all areas to be seeded of stones 100 mm in diameter and larger and of all weeds, plant growth, sticks, stumps, and other debris or irregularities that might interfere with the seeding operation, growth of grass, or subsequent maintenance of the grass-covered areas.

Make areas to be seeded reasonably free of ruts, holes, and humps.

When specified, apply topsoil according to Section 620.

Roughen the surface slightly by means of dozer-tracking or other approved method. (02/08/01)M99

Special Provisions

618-3.01 SOIL PREPARATION. Add the following: Apply seed immediately after the topsoil base preparation has been completed in accordance with Section 620 and approved by the Engineer. Protect prepared base from damage and prevent erosion if seeding season limitations prohibit application of seed.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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618-3.02 SEEDING SEASONS. Add the following: Apply Schedule A between May 15 and August 15. Submit a request for extension of seeding season in writing and provide appropriate guarantee for remedy if seeding proves to be unsuccessful.

Apply Schedule B as dormant seeding after the first frost or October 1st, whichever occurs later in the end of the growing season.

Application of Schedule A and B may be performed after the closing of contract time as indicated in subsection 105-1.15, Contract Completion.

Seed germination shall occur in the same growing season for Schedule A and during the following growing season for Schedule B after dormant seeding.

618-3.03 APPLICATION. Add the following as subparagraph e.) to subsection 1.) Hydraulic Method: Each species of Seed Mix A to be supplied separately and not as mixtures. Mark each container with the weight and with the manufacturer’s guaranteed analysis of the contents showing the percentage for each ingredient contained therein.

Apply seed, mulch and fertilizer for seeding in accordance with the application rates shown in the following table.

Seed Mix Component Ingredients Application Rate(per ha)

Type A Seed Tufted Hairgrass (Deschampsia caespitosa)Arctared Fescue (Festuca rubra)Kentucky Blugrass(Poa alpina ‘Hurget’)Annual Ryegrass (Lolium)

40 kg

55 kg

30 kg

10 kgTotal = 135.0 kg

Fertilizer 20-20-10 586 kg


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Type B Wildflower Alaska Carnation(Dianthus repens) Canada Goldenrod(Solidago canadensis) Alyeska Polargrass(Arctagrostis latifolia)Arctared Fescue(Festuca rubra) Blue Flax(Linum perenne lewisii) Cornflower(Coreopsis tinctoria) Plains Coreopsis(Cosmos bipinnatus) Icelandic poppy(Papaver nudicaule) Maltese Cross(Lychnis chalcedonica)Nootka Lupine(Lupinus nootkatensis)Shasta Daisy(Chrysantheum maximum) Shirley Poppy(Papaver rhoeas) Siberian Aster(Aster sibiricus) Siberian Wallflower(Cheiranthus allionii) Tall Jacob’s Ladder(Polemonium acutifolium) Tall Larkspur(Delphinium blaucum) Yarrow (Achillea millefolium) Western Columbine(Aquilegia formosa)

1 kg

1.5 kg

7.5 kg

10 kg

1.5 kg

1 kg

1.5 kg

1 kg

1 kg

5.5 kg

1 kg

1 kg

1.5 kg

2 kg

2 kg

2 kg

2 kg

2 kg 45 kg

Soil StabilizerSlope ≤3:1Slope >3:1

MulchMulch with tackifier

2240 kg2800 kg


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618-3.04 PLANT ESTABLISHMENT AND MAINTENANCE. Protect seeded areas against traffic and erosion.

Water and maintain seeded areas in a satisfactory condition until final inspection and acceptance of the work. Use equipment that can water all seeded areas without damaging the seed bed.

Reseed any areas not showing evidence of satisfactory growth within 3 weeks of seeding. (02/08/01)M99

Special Provisions

618-3.04 MAINTENANCE OF SEEDED AREAS. Add the following: Water seeded areas as required for proper germination and growth.

Fertilizing. Reapply Fertilizer with water twice between May 31 and September 1 at a rate of one-half the initial application to all areas that received Schedule A as shown on Plans during the maintenance period.

Reapply fertilizer once between May 15 and June 15 at a rate of one-half the initial application to all areas that received Schedule A as shown on the Plans during the maintenance period. No second year fertilizer is needed for Schedule B.

Watering during establishment. Ensure that the seeded areas stay moist during germination and seedling establishment (as defined by the grass plants attaining a height of approximately 75mm). Be prepared to water the seeded areas 3 times a day if weather conditions warrant it, until seedlings have become established.

The Engineer may declare all affected seeding unacceptable if the Contractor fails to apply adequate moisture during the germination period for 4 consecutive days, or fails to respond immediately after 2 notices. The Contractor will reseed areas that have not been kept moist.

Mowing. To control successional growth of voluntary species mow all areas seeded with Schedule A and Schedule B once at the end of the growing season after October 1st when plants are dormant.


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Maintenance period. The maintenance period for Schedule A and B shall be one full growing season following seeding. One full growing season shall be defined as the period between May 1 and September 30 for the purpose of this Contract. Partial growing seasons will not be counted against the one full growing season requirement.

The Contractor shall repair any damage to seeded areas within their respective maintenance periods upon request by the Engineer.


618-3.05 APPLICATION METHOD FOR SCHEDULE B. Apply Schedule B to the areas indicated on the Plan. Sow Schedule B after the first frost or October 1 st whichever is later using the dry method. Do not water or fertilize.

Sow seed mixed with a topsoil carrier to aid in seed distribution. The ratio shall be 1 part seed to 4 parts carrier. Use the following application rate:

Item Application Rate (per ha) Schedule B As Specified

Carrier 200 kg

618-4.01 METHOD OF MEASUREMENT. Delete full paragraph and substitute the following: Seeding with Schedule A, B shall be measured by the kilogram. Measurement by the kilogram shall be the number of kilograms of seed (Dry Measure) for Schedule A and B accepted in place.The amount of mulch, fertilizer, limestone and water in this work, including any required reseeding, will be subsidiary to Pay Items 618(2A-2B) and shall not be measured separately for payment.

Carrier used with Schedule B seeds shall not be measured for payment, but will be subsidiary to Pay Item 618(2B).

The work described under subsection 618-3.01 Soil Preparation shall not be measured but will be subsidiary to Items 618(2A-2B).

Water required for establishment of seed will be measured by the kiloliter using calibrated tanks or distributors, accurate water meters, or by weighing. The conversion factor of 1.00 kilogram per liter will be used to convert weights to kiloliters.

Maintenance of seeded areas will not be measured separately, but shall be subsidiary to Items 618(2A-2B).


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618-5.01 BASIS OF PAYMENT. Add the following: Partial payments of up to 70% of full amount may be authorized for seeded areas at the time of application. The balance shall be paid upon acceptance at the end of the maintenance period.



618(2A) Schedule A, Unmowed Mix kg

618(2B) Schedule B, Wildflower Mix kg


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SECTION 620

TOPSOIL

Special Provisions

620-1.01 DESCRIPTION. Delete paragraph in its entirety and substitute the following: This work consists of furnishing and placing topsoil for seed areas and in planting beds. Work under this section also consists of providing all operations pertaining to construction of the landscape berms at the locations shown on the drawings or as directed by the Project Engineer.

620-2.01 MATERIALS. Delete this subsection in its entirety and substitute the following: Landscape berms shall be constructed of required topsoil depth and unclassified excavation conforming to Section 203-2.03. Topsoil placed for seed areas and in planting beds shall conform to Section 726.

620-3.01 PLACING. Delete paragraph in its entirety and substitute the following:

The Contractor shall stake the location of the berms for approval by the Engineer prior to shaping. Once the berms have been rough graded, the Contractor shall get approval from the Engineer prior to placement of the topsoil, seeding or plants.

Spread topsoil evenly to a minimum depth of 100 mm after settlement on all areas to be seeded with Schedule A or B, as described in Section 618.

Prepare all slopes to be seeded with the ratio of 1V:4H or steeper by a method approved by the Engineer to construct indentations perpendicular to the fall of the slope. Complete as soon as topsoil is placed on the slopes. The Contractor shall round the top and bottom of the slopes is acceptable to create a pleasing appearance. Do not disrupt drainage flow lines. All equipment performing the placement of 100mm topsoil, or other operations for this project shall be kept clear of wetland areas. If access into the wetland is required, it shall be approved by the Engineer and shall be performed under close supervision.

Topsoil shall be a minimum depth of 500 mm after settlement on all areas to be established as planting beds for trees or shrubs as shown on the Plans or as directed by the Engineer.

Do not place topsoil in heavy rainfall, snowfall, when the soil is frozen or during other conditions detrimental to the work. Keep all roadway surfaces clean of topsoil during hauling and spreading operations.


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620-4.01 METHOD OF MEASUREMENT. Add the following: Track walking shall be subsidiary to Item 620(1A) Topsoil, 100 mm Depth. Limestone, if required, will not be measured for payment, but will be subsidiary to Item 620(1A-B) Topsoil. Landscape berms will not be measured separately for payment as the work required to shape the berms shall be considered subsidiary to 620(1B) Topsoil, 500 mm Depth.

620-5.01 BASIS OF PAYMENT. Add the following: Track walking shall be subsidiary to Item 620(1A) Topsoil, 100 mm Depth. Limestone, if required, will not be measured for payment, but will be subsidiary to Item 620(1A-B) Topsoil. Landscape berms will not be measured separately for payment as the work required to shape the berms shall be considered incidental to 620(1B) Topsoil, 500 mm Depth.



620(1A) Topsoil (100 mm Depth) Square Meter

620(1B) Topsoil (500 mm Depth) Square Meter


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SECTION 621

PLANTING TREES AND SHRUBS

Special Provisions

621-1.01 DESCRIPTION. Delete this subsection in its entirety and substitute the following: This work shall consist of collecting, furnishing, planting and maintaining trees, shrubs, and other plants as shown and scheduled on the Plans. This work shall also include preparation of planting beds including furnishing and installing shredded bark mulch and Plastic Landscape Edging as shown on the Plans.

Work under this section shall also include selective hand clearing along the limits of construction edge.

621-2.01 PLANT STOCK. Delete this subsection in its entirety and substitute the following: All plants shall be locally grown and shall be true to type and name in accordance with the current edition of Standardized Plant Names, American Joint Committee on Horticultural Nomenclature, except that plant species which are scheduled, but not included in the current edition of Standardized Plant Names, shall be certified by a botanist. Each bundle, flat, or plant if not bundled, shall be labeled with the scientific name.

Variety and species shall be as scheduled on the Plans. All trees and shrubs shall be typical of the species or variety and shall, unless otherwise specified, conform to the American Standard for Nursery Stock (ANSI-Z 60.1-1996) of the American Association of Nurserymen (AAN) for type and grade. Plant stock having severely damaged bark or trunks, broken leaders or main branches, severed main roots, or evidence of disease or injurious insects will be rejected. Bare root trees and shrubs will also be rejected.

A. Nursery Stock.

1. Trees and shrubs furnished from a nursery shall have a fibrous compact root system suitable for the various species and sizes called for on the plans.

2. Container-grown plants shall be healthy, vigorous, well rooted and established in the container in which they are furnished. Root mass shall retain its shape and hold together when removed from the container without being root-bound.


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B. Collected Stock. These materials shall be plants growing under natural conditions in soils and in locations that lend themselves to proper collecting practices. The Contractor shall obtain any permits required for collection of plant stock from natural areas. The root system of collected stock shall be at least one-third larger than those specified for nursery grown material.

C. Balled and Burlapped Plants.

1. The diameter and depths of balls on balled and burlapped Trees and Shrubs shall be in accordance with ANSI-Z60.1-1996.

2. All balled and burlapped Trees and Shrubs shall be furnished with a firm ball of earth from the original and undisturbed soil in which the plant was growing. The ball shall be wrapped with burlap or similar approved material and tightly laced to hold the ball firm and intact. Any balled and burlapped designated plant material arriving at the planting site with broken or loose balls or of manufactured earth will be rejected.

3. All plants found to be rootbound by the determination of the Engineer will be rejected.

D. Substitutions. No substitutions of plant stock will be permitted without written approval of the Engineer. Request for substitutions for Trees and Shrubs shall be submitted in writing six (6) months prior to installation.

E. Storage and Packing. All plant material shall be handled and packed in accordance with good nursery practices as required by soil and climatic conditions. Plants that show signs of improper storage or handling will be rejected.

F. Inspection.

1. All planting stock shall be available for inspection in a dedicated project nursery or planting stock shall be flagged at the collection field before it is dug. The Contractor shall furnish complete and detailed information concerning the source of supply for all plant materials not less than 10 days in advance of digging operations.

2. The Engineer, before the plants are placed in their permanent position, will make a final inspection and acceptance for size of ball or roots, color, absence of defects, and for other requirements at the planting site.


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Plant material installed prior to acceptance by the Engineer will be removed, inspected and reinstalled if found acceptable. If found to be unacceptable, Contractor shall furnish new material, allow inspection, and then install.

621-2.02 FERTILIZER. Add the following: Fertilizer shall be delivered in moisture-proof containers marked with weight and manufacturer’s guaranteed analysis showing proportions of the chemical ingredients of nitrogen, phosphoric acid, and potassium within a tolerance of +/- 2 percent. A slow release fertilizer 8-32-16 (N-P-K) shall be used with all trees, shrubs, aquatic emergent plugs and native sod early in the first full growing season following installation. Fertilizer shall be applied at a rate determined by the Engineer, as described in Section 726, and based on the soil analysis tests provided by the Contractor for the topsoil used for this project. The fertilizer tablets shall be placed near the root zone in accordance with the fertilizer manufacturer’s instructions. Fertilizer shall be well-watered in immediately after application.

621-2.03 LIMESTONE. Add the following: Limestone shall be applied at a rate determined by the Engineer, as described in Subsection 726, in Table 726-1, and based on the soil analysis tests provided by the Contractor for the topsoil used for this project.

621-2.04 MULCH. Replace with the following: Mulch shall be shredded bark mulch. It shall consist of shredded bark and wood. Maximum length of any individual components shall be 50mm and a minimum of 75% of the mulch shall pass through a 25mm sieve. Mulch shall be free of growth or germination-inhibiting ingredients. The bark mulch shall have the characteristics of retaining moisture, forming a mat not susceptible to spreading by wind or rain, and providing a good growth medium for plants. Shredded bark may contain up to 50% shredded wood material. Wood chips are not acceptable. Bark mulch containing shredded wood shall be aged for one year minimum prior to installation. The mulch shall not contain resin, tannin, or other compounds in quantities that are detrimental to plant life. Mulch shall be spread evenly in all planting beds as shown on Plans.

621-2.06 STAKES. Add the following: Stakes shall be installed as shown on Plans.

621-2.07 TREE WOUND DRESSING. Delete this subsection in its entirety.


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Add the following subsections:

621-2.07 LANDSCAPE FABRIC. Use landscape fabric that conforms to Section 727.2.02 Matting.

621-2.08 BOULDERS. Boulders shall be placed as shown on the Plans. The design intent for the boulders is to provide rich form and texture as an integral element in the landscape design. Their selection and placement shall emphasize their natural beauty and form. The Engineer shall approve the selection of boulders before transporting the boulders to the site. Boulders that were damaged or defaced prior to installation will be rejected on site at the option of the Engineer. Boulders shall be uniform in color and character with distinct faces and edges.

A. Boulder Type A: Boulders shall be minimum 900mm and maximum 1200mm at their longest dimension. Their shortest dimension shall be a minimum 750mm.

B. Boulder Type B: Boulders shall be minimum 1200mm and maximum 1500mm at their longest dimension. Their shortest dimension shall be a minimum 900mm.

C. Boulder Type C: Boulders shall be minimum 1500mm and maximum 1800mm at their longest dimension. Their shortest dimension shall be a minimum 1050mm.

621-3.02 ADVANCE PREPARATION AND CLEANUP. Add the following: Areas that receive group plantings shall be laid out as shown on Plans. Contractor shall mark these areas individually with flags, or other approved methods to delineate planting areas. Engineer shall approve the shape, size, location and general layout of planting areas before the work may proceed.

Contractor shall stake or mark with other approved methods the location of individual trees within each planting area for approval by the Engineer.


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621-3.03 PLANTING. Delete Items 1 and 2 and substitute the following:

1. Plant Season.

a. Locally grown : When native species of locally grown trees and shrubs are furnished for the project, they shall be planted between June 1 and September 15. Trees and shrubs shall be fully leafed-out prior to planting.

b. Imported and Nursery grown : When plants are shipped in from out of state, or have been container grown in a nursery for at least one year, handling shall be in accordance with nursery recommendations. Plants imported from out of state shall be planted between May 15 and September 1.

2. Excavation.

a. Topsoil shall be kept separate from subsoil and shall be rendered loose and friable. Any material detrimental to plant growth shall be separated and disposed at approved locations.

b. Dig planting holes within the planting bed. Firmly tamp the base of the planting hole to assure plants will no settle to lower than their proper planting depth.

Delete paragraphs (c.) and (d.)

3. Pruning. Delete the last two sentences of paragraph b in their entirety.

5. Placing Plants.

Add the following to paragraph a.: Trees and Shrubs shall be planted as shown on the Plans and as directed on site by the Engineer.

Delete paragraph b and substitute the following: Balled and burlapped plants, plants in wire baskets or containers shall be handled by the earth ball, container, or basket and not by the plant itself. Wire baskets, and burlap shall be clipped and laid flat on the bottom of the planting pit as indicated on the Plans. Containers shall be removed from the site. The Engineer may reject any plants whose rootballs collapse during planting

7. Wrapping. Delete this paragraph in its entirety.


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8. Staking and Guying. Delete paragraphs a, b, and c in their entirety and add the following: Contractor shall stake trees as shown on Plans and as directed by the Engineer. The stakes and wire shall be maintained during construction and the establishment period to prevent damage to the trees. All stakes and wire shall be removed at the end of the period of establishment.


9. Certified Arborist. The Contractor shall retain the services of an arborist certified by the International Society of Arboriculture or the American Association of Nurserymen whose experience and qualifications are acceptable to the Engineer. The arborist’s resume shall be submitted at least 10 calendar days before the delivery of plant material. The certified arborist shall oversee quality assurance of trees, their installation and shall inspect trees for health and vigor. Specifically, the arborist shall be responsible to carry out the following:

The certified arborist shall inspect plants for health and vigor prior to installation, to assure the requirements of Section 621-2.01 for plant stock, including that the materials are disease free, free of wounds, broken branches, double leaders, co-dominant trunks, or other defects. Plants that do not meet the standards will be rejected prior to installation. The certified arborist shall also be responsible for the following:

a. Inspect the tree planting process to assure that planting techniques meet the specifications of the Contract documents and match standard industry practices.

b. Inspect the plantings after installation is complete to assure that they are ready to be accepted by the Engineer and ready for the maintenance schedule to begin.

c. Inspect plantings twice during the growing season during Plant Establishment Period for any needed maintenance, such as watering, pruning, or removal of dead, dying, or untreatable diseased trees.

d. After acceptance, the arborist shall inspect the trees at least twice during the growing season each year of the Plant Establishment period for any needed maintenance, such as watering, pruning, and removal of dead, dying or untreatable diseased trees.

621-3.04 PERIOD OF ESTABLISHMENT. Delete the last sentence and substitute the following: The period of establishment for trees and shrubs shall extend for one complete C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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growing season. One full growing season shall be defined as the period between May 1 and September 30 for the purpose of this Contract. Period of establishment begins on May 1st after the acceptance of the work as complete. Partial growing seasons will not be counted against the one full growing season requirement. The plant establishment period applies to all planting beds, trees and shrubs.

621-3.05 CLEANUP. Add the following: Planted trees, shrubs, and seeded areas shall be kept clean of litter and garbage during the growing season.

621-3.06 PLANT REPLACEMENTS. Delete the last sentence and substitute the following: Plants shall be replaced following the same details and specifications as used in the original plans. Plants that are dead or dying shall be replaced immediately during the months of June through September. Plants dead at the end of the growing season shall be replaced at the beginning of the following season.

621-3.07 MAINTENANCE. Delete the paragraph and substitute with the following: Maintenance includes the care of all Trees and Shrubs during the period of establishment, including the non-growing season. Specific work includes watering, pruning, weeding, pest control, and protection of planted areas. At the beginning and end of each growing season, the Engineer and Contractor shall undertake a joint inspection to review conditions and document any changes in maintenance or acceptance of plantings.

A. Watering. The Contractor shall water all trees and shrubs using the quick coupler system to maintain the plants in a healthy, vigorous growing condition. The root zone of plants shall be kept moist at all times.

B. Disease Control. The Contractor shall apply pesticides, insecticides, or other disease-control methods as necessary to maintain plant health. Permission of the Engineer and appropriate permits for the application of insecticides from the Alaska Department of Environmental Conservation must be obtained prior to the application of any regulated products.

C. Pruning. Prune all plant materials, with appropriate pruning techniques, to remove dead or dying wood and to improve the shape and or vigor of the plants. Cuts shall not be painted. Pruning of flowering trees shall be scheduled to occur immediately after flowers drop off or decay. Damaged trees or those that constitute health or safety hazards shall be pruned as directed by the Engineer at any time of the year. Evergreens are not to be pruned without the approval of the Engineer.

D. Fertilizing. Trees and Shrubs shall receive an application of fertilizer in accordance with Section 621-2.02 Fertilizer. The application shall occur between


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May 15 and June 15 of each growing season following planting. The fertilizer tablets shall be placed near the root zone in accordance with the fertilizer manufacturer’s instructions. Fertilizer shall be well-watered in immediately after application. The Contractor shall notify the Engineer in writing 4 working days prior to applying any fertilizers. Written notice shall state the time and location of fertilizer application.

TABLE 621-1MAINTENANCE FERTILIZER SCHEDULE

Plant Type Fertilizer Application RateConiferous Trees 8-32-16 34.2 grams per square meterDeciduous Trees 8-32-16 500 g for each 25 mm of CaliperShrubs and Ground Cover 8-32-16 7 grams per square meter.

621-3.08 SELECTIVE HAND CLEARING. Selective hand clearing is intended to return the limits of construction edge to a more natural appearing forest edge. Work includes selective hand cutting and felling of dead and live trees along the limits of construction as directed by the Project Engineer. Hand cut trees shall be cut within 300 mm of the ground with stumps to remain in place. Contractor shall use care in felling hand cut trees to limit damage to the remaining vegetation. Felled trees shall be removed from the site and disposed by the Contractor. 621-4.01 METHOD OF MEASUREMENT. Delete this entire subsection and substitute the following: Measurement of new or transplanted Trees and Shrubs, Pay Items 621(1A – 1F) and 621(2A-2I) shall be by the actual number planted and maintained in accordance with the Plans and Specifications, and as accepted by the Engineer.

Furnishing and installing shredded bark mulch, landscape fabric, additional topsoil backfill mix, staking and guying, arborist review, fertilizing, disposal of unsuitable and surplus material, water for maintenance used, and all work required during the one full growing season period of establishment shall not be paid for separately, but shall be subsidiary to Pay Items 621(1A – 1F) and 621(2A-2J).

Measurement of Type A, B, C Boulders, Pay Items 621(8A-C), shall be made for each boulder installed.

Selective hand clearing Pay Item 621(9) shall be compensated per lineal meter of work. Removal and disposal of felled trees shall not be paid for separately.


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621-5.01 BASIS OF PAYMENT. Delete second sentence. Add the following: Partial payments of up to 70% of full amount may be authorized for Items 621(1A –1F) and 621(2A-2I) at the time of acceptance. The balance shall be paid at the completion of the period of establishment.

The accepted quantity above will be paid for at the contract price, per unit of measurement, for all labor material and equipment required to furnish and install the pay items listed below and appearing in the bid schedule.


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Add the following Pay Items:Pay Item No. Pay Item Pay Unit

621(1A) Tree (Betula papyrifera- 65 mm Cal.) Each

621(1B) Tree (Picea pungens - 3 m Ht.) Each

621(1C) Tree (Prunus maackii – 50 mm Cal.) Each

621(1D) Tree (Larix sibirica – 3.75 m Ht.) Each

621(1E) Tree (Populus tremuloides - 50 mm Cal.) Each

621(1F) Tree (Picea glauca – 3 m Ht.) Each

621(2A) Shrub (Acer ginnala ‘Flame’ 1.2 m ht.) Each

621(2B) Shrub (Pinus mugho ‘pumilio’ 0.6 m ht.) Each 621(2C) Shrub (Potentilla fruticosa ‘Gold Finger’ 0.75 m ht.) Each

621(2D) Shrub (Cotoneaster acutifolia 0.75 m ht.) Each

621(2E) Shrub (Rosa rugosa ‘Hansa’ 0.75 m ht.) Each

621(2F) Shrub (Spiraea x bumalda ‘Goldflame’0.6 m ht.) Each

621(2G) Shrub (Rosa acicularis 0.6 m ht.) Each

621(2H) Shrub (Cornus sericea 0.6 m ht.) Each

621(2I) Shrub (Ribes triste 0.6 m ht.) Each

621(2J) Shrub (Alnus spp. 0.6 m ht.) Each

621(8A) Boulder (Type A, 900 mm) Each

621(8B) Boulder (Type B, 1200 mm) Each

621(8C) Boulder (Type C, 1500 mm) Each

621(9) Selective Hand Clearing MeterC STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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SECTION 625

PIPE HAND RAIL

Special Provisions.

625-1.01 DESCRIPTION. Add the following: The work under this section includes but is not limited to all labor, materials, transportation, testing, maintenance, and service necessary to furnish and install the Hand Rail as shown on the Plans and specified herein.

625-1.02 CONTRACTOR QUALIFICATIONS. Add the following: Qualifications for Contractors constructing the Hand Rail shall include the following:

A. Not less than five years of continuous experience in the fabrication of similar products.

B. Welders currently certified by the American Welding Society (AWS) shall perform all welding.

C. Comply with “Code for Welding in Building Construction” of the American Welding Society, latest edition.

625-1.03 SUBMITTALS. Add the following:

The Contractor shall provide the following submittals for the Hand Rail for the Engineer’s review and approval. The Contractor will not be allowed to begin Hand Rail construction until all submittal requirements are satisfied and found acceptable to the engineer. Changes or deviations from the approved submittals must be re-submitted for approval. No adjustments in contract time will be allowed due to incomplete submittals. At least 15 working days prior to initiating the work, the Contractor shall submit to the Engineer:

A. Shop drawings of Hand Rail panels and posts clearly showing all materials, finishes, connections, joining methods, location of installation and field measurements for construction of Hand Rail. Approved shop drawings shall become the basis for acceptance of Work.

B. After shop drawing approval, Contractor shall provide a full size sample of the cast aluminum fish that will serve as the basis of quality control for fabrication. This sample shall be finished and available for review at an Anchorage location.


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All subsequent cast aluminum fish shall meet the fabrication standard established by the approved sample.

C. Contractor shall furnish 75mm x 150mm color chips from RAL Standard color chart for approval by the Engineer.

D. Contractor shall furnish 150mm x 150mm sample of stainless steel to demonstrate brushed finish for approval by Engineer.


Concrete Section 501Paint Section 708 as modifiedReinforcing Steel Section 709Structural Steel Section 716Bridge Railing Section 722 as modified

625-2.02 PRODUCT DELIVERY AND STORAGE. Add the following: All steel fabrications and material shall be stored on skids above the ground. The storage area shall be kept clean and properly drained. Keep all materials dry during delivery. Protect exposure to weather and contact with damp or wet surfaces.

625-3.01 CONSTRUCTION REQUIREMENTS. Add the following:

A computer operated abrasive jet cutter shall cut solid stainless steel plate. Finished products shall be cleaned of slag and sharp edges. Engineer will provide AutoCAD template to Contractor per request. Solid stainless steel panels shall be installed on one side of the Hand Rail to face the pedestrian walkway.

Panels shall be assembled in shop or factory. Welds shall be neat and clean made by the gas metal arc method. All flush welds shall be ground smooth. Holes for attachment shall be predrilled prior to powder coating. Each steel post shall have a steel cap that fits over the outside as shown on Plans preventing moisture from entering the posts.

Contractor shall layout new fence in accordance with Drawings and approved Shop drawings. Contractor shall investigate site for any grade changes, surface irregularities, and obstructions prior to installation. Discrepancies between Drawings and field conditions shall be addressed to the Engineer to approve proposed modifications.

Posts shall be plumb and level erected and evenly spaced with allowable tolerances for panel installation. Footings, caps and other components shall be installed to provide a continuous level top surface at the same elevation.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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625-3.02 STEEL FINISHES. Add the following: Comply with the National Association of Architectural Metal Manufacturer’s (NAAMM) Metal Finishes Manual for recommendations on application and designation of steel finishes.

Powder coating for steel shall be prepared through a five step process to provide an acceptable finish:

A. Rinsing and cleaning with clear waterB. Phosphate treating to etch surfacesC. Re-rinsing with clear water D. Oven drying surfaces prior to powder coatingE. Application of polyester powder by the electrostatic spray process to a thickness

of 1.5mils.

Finishes shall be as followed:

All non-stainless steel components shall be powder coated ‘Dark Blue’ with polyester coating.

Stainless steel components shall be No. 4 brushed finish as specified by the National Association of Architectural Metal Manufacturer’s (NAAMM) Metal Finishes Manual AMP 503, Finishes for Stainless steel. The finish shall have a uniform appearance for the pattern and direction of brushing.

Aluminum components shall be fine satin directional textured finish as specified by the National Association of Architectural Metal Manufacturer’s (NAAMM) Metal Finishes Manual AMP 501, Finishes for Aluminum ‘Clear’ powder coat over finish.

625-3.03 CLEANUP. Add the following:

Any abrasions to factory coatings and finishes shall be thoroughly cleaned. Powder coated surfaces shall be reprimed and touched up with paint of the same color and quality used in the factory. Stainless steel surfaces shall be repolished and buffed to match original surface. Drop cloths shall be laid under and around items to protect ground surfaces. Excess materials and rubbish shall be removed from job site and disposed of off-site upon completion of Work. The work area shall be clean and left in an acceptable condition.

625-4.01 METHOD OF MEASUREMENT. Add the following: The Hand Rail shall be measured per meter of handrail installed end to end, complete in place.


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625-5.01 BASIS OF PAYMENT. Add the following: Hand Rail at the contract unit price per Pay Unit as shown below. This price will be full compensation for furnishing materials, all labor, equipment, and incidentals necessary to complete these items. Concrete used to construct handrail will be subsidiary to item 625(1) Hand Rail.


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SECTION 627

WATER SYSTEM

Special Provisions

627-1.01 DESCRIPTION. Add the following: The work under this section also includes all labor, materials, transportation, testing, maintenance, and service necessary to furnish and install all irrigation components, water, connections, meter, valves, and other improvements as shown on the drawings and specified herein.

The Contractor is responsible for the verification of all-existing utilities and irrigation system components and securing necessary permits, payment of utility connection fees, or requesting locates of underground utility lines.


Material for irrigation system installation shall include the following.

A. Irrigation pipe: Irrigation pipe for all main lines shall be High-Density Polyethylene pipe (HDPE) SDR-11 Pressure Rated Tube suitable for installation in frozen ground applications. Pipe sizes shall be as shown on Plans.

B. Metal cage: Metal cage shall be constructed as shown on Plans. Cage shall receive two coats of enamel paint on primer in green color approved by the Engineer. Contractor shall provide lockable devices for cage as shown on Plans with 2 sets of keys for each furnished to the Engineer.

C. Trace Wire: Trace Wire shall be 12 gauge copper trace wire and shall be buried directly over all irrigation main lines and lateral lines 50mm or larger.

D. Valve boxes: Valve boxes shall be sized as approved by the Engineer to allow the convenient operation and maintenance of the equipment they contain. The boxes shall be low-pressure structural foam molded plastic enclosures with twist lock lids in green color.

E. Quick Couplers : Quick coupler assemblies shall be furnished and installed as shown on Plans and specified in manufacturer’s instructions. The assembly shall include all equipment and fittings required for connection to the main or lateral line. The quick coupling valve shall be a one piece type capable of having a discharge rate of 1 to 1.26 l/s (16-20gpm). The valve body shall be constructed of heavy cast brass. The cover shall be a durable and self-closing. The valve shall be opened


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and closed by a brass key of the same manufacturer having a 40/49 (1½”) Male Top Pipe Thread and a 33/42 (1¼”) Female Top Pipe Thread. The valve throat shall have a keyway with detent positions for regulating water flow. Quick Coupler to be model 7; 40/49 (1 ½”) as manufactured by Rainbird, ph:(800) 247-3782, URL: www.rainbird.com or approved equal.

F. Gate valve assemblies: Gate valve assemblies shall be furnished and installed as shown on Plans. The assembly shall include valve box with cover and all equipment and fittings required for connection to the main line. Gate valves shall be 100mm HDPE SDR-11 full bore Poly-Water Valves constructed with a polyethylene body, polypropylene ball, EPDM seat and stem seal, polyproplene seat retainer, modified phenylene oxide stem, chlorobutadiene ground water seal and polypropylene adapter as manufactured by Nordstrom Valves, Inc. 1511 Jefferson Street (75482), P.O. Box 501, Salphur Springs, TX, 75483-3094, Tel: (903) 885-4691, Fax: (903) 439-3411 or approved equal. Engineer shall approve the equipment for the assembly prior to installation.

G. Backflow unit : Unit shall be reduced pressure principle 50mm bronze consisting of a pressure differential relief valve located between two independently operated spring-loaded "Y" type center guided check valves. Complete with two full port resilient seated ball valves for shut-off and four resilient seated ball valve test cocks. All backflow prevention devices shall be installed in accordance with AWWU.

Furnished Equipment: At the conclusion of all work and upon acceptance of the irrigation system the Contractor shall supply to the Owner the following items:

A. (4 ea.) Quick Coupler Valve Keys: Male Top Pipe Thread 40/49, Female Top Pipe Thread 33/42 as manufactured by Rainbird, ph:(800) 247-3782, URL: www.rainbird.com or approved equal.

B. (2 sets each) Metal cage keys for locking cover.


627-3.01 GENERAL. Add the following:

Final Acceptance. The Contractor shall, upon completion of all work involved, notify the Engineer in writing of completion and request a pre-final inspection of the project. This inspection will be performed in the presence of the Engineer, the Water Utility, and the Contractor. Copies of a list of deficiencies, if any, indicated by this inspection will be


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furnished to the Contractor for remedial action. When all corrective action has been completed, the Contractor shall notify the Engineer, and an acceptance inspection will be performed.


627-3.09 IRRIGATION SYSTEM INSTALLATION.

Water Supply: Irrigation system water service shall be established at locations shown on plans. It will be the Contractor's responsibility to arrange with the Anchorage Water and Wastewater Utility to tap the existing water main. The Contractor shall execute and provide all necessary work to complete the connections and irrigation system as shown on the plans.

Workmanship and Procedure: The routing of the irrigation supply line on the drawings is diagrammatic. The Contractor shall install lines in such a manner so as to conform to the various details. Minor changes caused by actual site conditions shall be made without additional cost. Maintain one meter clearance from edge of right-of-way at all times.

Line Clearance: All lines shall have a minimum clearance of 150mm from each other unless otherwise approved by the Engineer.

Trenching: Trenches shall be dug straight and shall conform to the requirements of Section 204. Trenching excavation shall follow the general layout indicated on the Drawings.

Backfill: Backfill shall consist of excavated native material. Compaction of backfill shall be completed through hand, water, or mechanical methods in 150mm layers to conform to the desired grades without dips, sunken areas, humps, or other irregularities. Prior to backfilling of pipe (at all joints and connections) inspection for leakage shall be completed through the charging and pressure testing of the system unless otherwise approved by the Engineer.

Pressure Test: A pressure and leakage test will be conducted in the presence of the Engineer following a 24 hour curing period for all heat weld joints. The irrigation lines shall be tested under hydrostatic pressure to 8 bars. Pressure shall be sustained in the lines for not less than four (4) hours. If leaks develop, the joints shall be replaced and the test repeated until the entire system is proven water tight. Tests shall be observed and approved by the Engineer prior to completion of backfill.

Guarantee: The Contractor shall inform the owner about the layout, operations, maintenance and winterization procedures of the irrigation system. The Contractor shall C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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perform a full shutdown of the system demonstrating each step of the winterization procedures to help MOA Parks and Beautification maintenance personnel to become familiar with it. The Contractor shall guarantee the system against defects in materials and installation for (30) days after acceptance of the system. The guarantee period shall start on the first day of operation of the system and end after 30 days of use. The guarantee period ends on September 25 of the year and restarts in the spring of next year if the full 30 days can’t be completed continuously before winter. The Contractor shall reactivate the system as early as prudent in the spring and continue the guarantee period.

Winterization: The Contractor shall perform full winterization of the system if it falls within the guarantee period. Winterization between September 20 and September 30.

As-Built Drawings: Upon completion of the irrigation system, the Contractor will supply the Engineer with a reproducible copy of the as-built system.

627-4.01 METHOD OF MEASUREMENT.

Add the following:

6. The irrigation system will not be measured for payment. Acceptance by the Engineer of the completed and tested system shall constitute measurement of the system.


Payment for Item 627(24), Irrigation System, shall be on based on the Lump Sum contract price. Payment for this item will include all labor, equipment, and material to install the irrigation system including excavation, backfill, water service connection, meter/backflow preventer, metal cage, and all work to provide any irrigation power service connections. Individual small fittings and other minor components are incidental to the item 624(24) Irrigation System and will not be paid for separately. All items and operations necessary for connection to existing water system and repair of existing ground or pavement are subsidiary to the Irrigation system and will not be measured separately. The maintenance and operation demonstration provided for, and the manual prepared for MOA Parks and Beautification is incidental to item 627(24) Irrigation System and will not be paid for separately.



627(24) Irrigation System Lump SumC STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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SECTION 639

DRIVEWAYS

Special Provisions

639-1.01 DESCRIPTION. Add the following: This work also includes the construction of approaches at locations shown on the plans.

639-3.01 CONSTRUCTION. Delete the first sentence and substitute the following: Construct driveways and approaches to the dimensions shown on the Plans.

639-4.01 METHOD OF MEASUREMENT. Delete the first sentence and substitute the following: By the number of driveways and approaches constructed as shown on the Plans or as directed.

639-5.01 BASIS OF PAYMENT. Add the following pay item:


639(6) Approach Each

Add the following: The contract unit price for driveways and approaches shall be full compensation for furnishing all equipment and labor necessary to complete the work as specified. Excavation in driveways and approaches will not be measured for payment but will be considered subsidiary to 639 items. Selected Material, Type A, Aggregate Base Course, and Asphalt Concrete required to construct driveways and approaches will be paid for separately under the respective items listed in the bid schedule.

(12/14/99)R58M98


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SECTION 640

MOBILIZATION AND DEMOBILIZATION


640-2.01 METHOD OF MEASUREMENT. Delete items 3. and 4. and substitute the following:

3. The remaining balance of the amount bid for this item will be paid after all submittals required under the Contract are received and approved.

(06/25/99)M 77


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Delete Section 641 in its entirety and substitute the following:

SECTION 641

EROSION, SEDIMENT, AND POLLUTION CONTROL

641-1.01 DESCRIPTION. This work consists of planning, providing, inspecting and maintaining control of erosion, sedimentation, water pollution and hazardous materials contamination.

641-1.02 DEFINITIONS.

1. BMP (Best Management Practices) . A wide range of project management practices, schedules, activities, or prohibition of practices, that when used alone or in combination, prevent or reduce erosion, sedimentation, and/or pollution of adjacent water bodies and wetlands. BMP include temporary or permanent structural and non-structural devices and practices. The Department describes common BMP in its Alaska Storm Water Pollution Prevention Plan Guide.

2. ESCP (Erosion and Sediment Control Plan) . The general plan for control of project-related erosion and sedimentation. The ESCP normally consists of a general narrative and a map or site plan. It is developed by the Department and included in the project plans and specifications. It serves as a resource for bid estimation and a framework from which the Contractor develops the project SWPPP.

3. Final Stabilization . A point in time when all ground-disturbing activities are complete and permanent erosion and sediment controls are established and functional. The stabilized site is protected from erosive forces of raindrop impact and water flow. Typically, all unpaved areas except graveled shoulders, crushed aggregate base course, or other areas not covered by permanent structures are protected by either a uniform blanket of perennial vegetation (at least 70% cover density) or equivalent permanent stabilization measures such as riprap, gabions or geotextiles.

HMCP (Hazardous Material Control Plan). The Contractor's detailed plan for prevention of pollution that stems from the use, containment, cleanup, and disposal of hazardous material, including petroleum products generated by construction activities and equipment.

5. NOI . Notice of Intent to commence ground-disturbing activities under the NPDES General Permit.


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6. NOT . Notice of Termination of coverage under the NPDES General Permit.

7. NPDES General Permit . The General Permit for Stormwater Discharges from Construction Activities, issued by the Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES). It requires a SWPPP prior to ground-disturbing activities for the project.

8. SWPPP (Storm Water Pollution Prevention Plan) . The Contractor’s plan for erosion and sediment control and storm water management under the NPDES General Permit. The SWPPP is developed by the Contractor and describes site-specific controls and management of issues identified for the project. The approved SWPPP replaces the ESCP.

641-1.03 SUBMITTALS. Submit 3 copies each of your SWPPP and HMCP for approval no less than 5 calendar days before the preconstruction conference.

The Department will review the above submittals within 14 calendar days. Submittals that do not meet Department approval will be returned to the Contractor for modification.

The approved SWPPP must be signed by the Contractor and the Engineer according to the NPDES General Permit.

Submit the signed NOI (use EPA Form 3510-9) to the Engineer no later than 10 working days before the Contractor intends to begin ground-disturbing activities.

The approved SWPPP and HMCP become the basis of the work required for the project erosion, sediment and pollution control.

641-2.01 STORM WATER POLLUTION PREVENTION PLAN (SWPPP) REQUIREMENTS. Use the Department's ESCP to develop a SWPPP based on the Contractor’s scheduling, equipment, and use of alternative BMP. Follow the format presented in the Alaska Storm Water Pollution Prevention Plan Guide, for projects disturbing over 2 hectares. The plan must consider first preventing erosion, then minimizing erosion, and finally trapping sediment before it enters waterways.

The plan must address the Contractor’s site-specific controls and management plan for the construction site as well as for all material sites, waste disposal sites, haul roads, and other affected areas, public or private. The plan must also incorporate all the requirements of the Project permits.


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Prepare the SWPPP under the direction of and sealed by a professional engineer currently registered in the State of Alaska. Include all requirements of the NPDES General Permit.

641-2.02 HAZARDOUS MATERIAL CONTROL PLAN (HMCP) REQUIREMENTS. Prepare a HMCP for the handling, storage, cleanup, and disposal of petroleum products and other hazardous substances. (See 40 CFR 117 and 302 for listing of hazardous materials.)

List and give the location of all hazardous materials, including office materials, to be used and/or stored on site, and their estimated quantities. Detail plans for storing these materials as well as disposing of waste petroleum products and other hazardous materials generated by the project.

Identify the locations where fueling and maintenance activities will take place, describe the maintenance activities, and list all controls to prevent the accidental spillage of petroleum products and other hazardous materials.

Detail procedures for containment and cleanup of hazardous substances, including a list of the types and quantities of equipment and materials available on site to be used.

Detail plan for the prevention, containment, cleanup and disposal of soil and water contaminated by accidental spills. Detail plan for dealing with unexpected contaminated soil and water encountered during construction.

Specify the line of authority and designate a field representative for spill response and one representative for each subcontractor.


Do not begin ground-disturbing work until being notified by the Engineer that 48 hours have passed since the NOIs were mailed to the EPA and DEC. Post at the construction site, the1. NPDES Permit number, if available, and a copy of the NOI,2. name and phone number of the Contractor’s local contact person, and3. location of a SWPPP available for viewing by the public.

Comply with all requirements of the NPDES General Permit, implement all temporary and permanent erosion and sediment control measures identified in the SWPPP, and ensure that the SWPPP remains current.


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Maintain all temporary and permanent erosion and sediment control measures in effective operating condition.

Comply with all requirements of the approved HMCP and all state and federal regulations that pertain to the handling, storage, cleanup, and disposal of petroleum products or other hazardous substances. Contain, clean up, and dispose of all discharges of petroleum products and/or other materials hazardous to the land, air, water, and organic life forms. Perform all fueling operations in a safe and environmentally responsible manner. Comply with the requirements of 18 AAC 75 and AS 46, Oil and Hazardous Substances Pollution Control.

Perform inspections and prepare inspection reports in compliance with the project SWPPP and the NPDES General Permit.

1. Joint Inspections. Prior to start of construction conduct a joint on-site inspection with the Engineer and the professional engineer who stamped the SWPPP to discuss the implementation of the SWPPP.

Conduct the following additional joint on-site inspections with the Engineer:

a. During construction, inspect the following at least once every 7 calendar days and within 24 hours of the end of a storm event exceeding 13 mm in 24 hours (as recorded at or near the project site).

(1) Disturbed areas that have not been finally stabilized.(2) Areas used for storage of erodible materials that are exposed to

precipitation.(3) Sediment and erosion control measures.(4) Locations where vehicles enter or exit the site.

b. Prior to winter shutdown, to ensure that the site has been adequately stabilized and devices are functional.

c. At project completion, to ensure final stabilization of the project.

2. Winter Inspections. During winter shutdown, conduct inspections at least once every month and within 24 hours of a storm resulting in rainfall of 13 mm or


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greater. The Engineer may waive monthly inspection requirements until one month before thawing conditions are expected to result in a discharge, if all of the following requirements are met:

a. Below-freezing conditions are anticipated to continue for more than one month.

b. Land disturbance activities have been suspended.c. The beginning and ending dates of the waiver period are documented in

the SWPPP.

3. Inspection Reports. Prepare and submit, within 3 calendar days of each inspection, a report with the following information:

a. A summary of the scope of the inspection.b. Name(s) of personnel making the inspection.c. The date of the inspection.d. Observations relating to the implementation of the SWPPP.e. Any actions taken as the result of the inspection.f. Incidents of non-compliance.

Where a report does not identify any incidents of non-compliance, include certification that the facility is in compliance with the SWPPP and NPDES General Permit. Sign the report in accordance with Part VI. Standard Permit Conditions of the NPDES General Permit. All certifications shall be included as an appendix to the SWPPP.

Retain copies of the SWPPP, and all other records required by the NPDES General Permit, for at least 3 years from the date of final stabilization.

If unanticipated or emergency conditions threaten water quality, take immediate suitable action to preclude erosion and pollution.

Submit amendments to the SWPPP, to correct problems identified as a result of any1. storm event or other circumstance that threatens water quality, and2. inspection which identifies existing or potential problems.

Submit SWPPP amendments to the Engineer, within 7 calendar days following the storm event or inspection. Detail additional emergency measures required and taken, to include additional or modified measures. If modifications to existing measures are necessary, complete implementation within 7 days.


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Stabilize all areas disturbed after the seeding deadline within 7 calendar days of the temporary or permanent cessation of ground-disturbing activities.

Submit a signed NOT (use EPA Form 3510-7) to the Engineer

1. when the project site (including all material sources, disposal sites, etc.) has been finally stabilized and all storm water discharges from construction activities authorized by this permit have ceased, or

2. when the construction activity Operator (as defined in the NPDES General Permit) has changed.

If the Contractor fails to coordinate temporary or permanent stabilization measures with the earthwork operations in a manner to effectively control erosion and prevent water pollution, the Engineer may suspend earthwork operations and withhold monies due on current estimates for such earthwork items until all aspects of the work are coordinated in a satisfactory manner.

If the following are not achieved:

1. pursue work required by the approved SWPPP, 2. respond to inspection recommendations and/or deficiencies in the SWPPP, or 3. implement erosion and sedimentation controls identified by the Engineer,

the Engineer may, after giving the Contractor written notice, proceed to perform such work and deduct the cost, including project engineering costs, from the progress payments.

641-4.01 METHOD OF MEASUREMENT. Items 641(1) and 641(3) will not be measured for payment.

Items 641(2) and (4) will be measured as specified in the Contract or Directive authorizing the work.

641-5.01 BASIS OF PAYMENT. The Bid Schedule will include either items 641(1) and (2) or items 641(1), (3), and (4)

1. Item 641(1) Erosion and Pollution Control Administration. At the contract lump sum price for administration of all work under this section. Includes, but is not limited to, plan preparation, plan amendments and updates, inspections, monitoring, reporting and record keeping.


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2. Item 641(2) Temporary Erosion and Pollution Control. At the prices specified in the Contract to install and maintain all temporary erosion, sedimentation, and pollution control measures.

3. Item 641(3) Temporary Erosion and Pollution Control. At the lump sum price shown on the bid schedule to install and maintain temporary erosion, sedimentation, and pollution control measures in accordance with the original approved SWPPP and HMCP.

4. Item 641(4) Temporary Erosion and Pollution Control Amendments. At the prices specified in the Directive for extra, additional, or unanticipated work to install and maintain temporary erosion, sedimentation, and pollution control measures. All work paid under this Item shall be shown as amendments to the original approved SWPPP or HMCP.

Temporary erosion and pollution control measures that are required at Contractor-furnished sites are subsidiary.

Perform temporary erosion and pollution control measures that are required due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or ordered by the Engineer, or for the Contractor’s convenience, at the Contractor’s expense.

Permanent erosion and pollution control measures will be measured and paid for under other contract items, when shown on the bid schedule.



641(1) Erosion and Pollution Control Administration Lump Sum

641(2) Temporary Erosion and Pollution Control Contingent Sum

641(3) Temporary Erosion and Pollution Control Lump Sum

641(4) Temporary Erosion and Pollution Control Amendments Contingent Sum

(08/15/01)M78


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SECTION 642

CONSTRUCTION SURVEYING AND MONUMENTS

Special Provisions

642-3.01 GENERAL. Delete the seventh paragraph.

Delete item number 10 after the heading “Perform the following:” and substitute the following:

10. Necessary cross sections at retaining wall locations. Cross section data shall be taken at 7.5 meter intervals and given to the Engineer 10 days prior to ordering retaining wall materials. At that time, the Engineer will verify the plan quantity and make any necessary adjustments to the wall size, design or configuration.

11. All other surveying and staking necessary to complete the project.

(5/8/00)R255M98

Add the following: Locate and stake the right-of-way line to the west and east of C Street from the beginning of the project to the end of the project.

642-3.02 CROSS-SECTION SURVEYS Under the heading “The following shall be required of the Contractor:,” delete item 1, and substitute the following:

1. Field Books (level, Cross-Section, Slope Stake, etc.). Hardbound “Rite-in-the-Rain” or similar weather resistant books. Field books become the property of the Department upon completion of the work.

(3/31/00)R252M98

642-5.01 BASIS OF PAYMENT. Add the following: Location and staking of right-of-way as specified under subsection 642-3.01, General, will be subsidiary to Item 642(1), Construction Surveying.


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SECTION 643

TRAFFIC MAINTENANCE

Special Provisions

643-1.03 TRAFFIC CONTROL PLAN. Replace the last paragraph with the following: The Contractor may request, in writing, a waiver of regulation 17 AAC 25 regarding oversize and overweight vehicle movements within this project. All movements of oversize and overweight vehicles in or near traffic within the project limits will be done in accordance with the provisions of an approved Traffic Control Plan. Maintain a minimum 3.6 meter lateral separation between the non-street legal vehicles and the motoring public. The Traffic Control plan shall specify the traffic control devices required for these operations.


16. Flexible Markers . Refer to subsection 606-2.01 Materials.


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643-2.02 CRASHWORTHINESS. Submit documentation, by the method indicated, that the following devices comply with the requirements of the National Cooperative Highway Research Program (NCHRP) Report 350, (Test Level 3) on the given schedule.

Work Zone Traffic Control Device Compliance with NCHRP 350Category Devices Compliance

Required for New Devices*

Full Compliance Required**

Method of Documentation

1 Cones, candles, drums w/o attachments, delineators

10/1/98 1/1/02 Manufacturer’s Certification for devices exceeding height and weight limits

2 Barricades, portable sign supports, drums w/ lights, other devices weighing less than 45 kg but not included in category 1.

10/1/00 1/1/04 FHWA approval letter.

3 Truck mounted attenuators and portable crash cushions.


Portable concrete barriers


* All devices purchased after this date.**All devices used after this date.

Category 1 devices that exceed the following weights and heights require certification that they meet the evaluation criteria of NCHRP Report 350, Test Level 3. This certification may be a one page affidavit signed by the vendor. Documentation supporting the certification (crash tests and/or engineering analysis) must be kept on file by the certifying organization. No certification is required for devices within the weight and height limitations.


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Composition Weight Height

Cones Rubber 9 kg 920 mmPlastic 9 kg 1220 mm

Candles Rubber 6 kg 920 mmPlastic 6 kg 920 mm

Drums Hi Density Plastic 35 kg 920 mmLo Density Plastic 35 kg 920 mm

Delineators Plastic or Fiberglass N/A 1220 mm

Category 2 and listed category 3 devices may be documented by submitting an official letter from the Federal Highway Administration stating the device NCHRP 350, Test Level 3 requirements. FHWA acceptance letters for many devices may be found on the FHWA’s web site (http://www.fhwa.dot.gov/) under FHWA Programs, Safety, NCHRP Report 350 – Roadside Hardware.

Submit documentation of compliance to the Engineer before using devices on the project. (9/29/00) M91

643-3.01 GENERAL CONSTRUCTION REQUIREMENTS. Add the following: Whenever construction activity encroaches onto the safe route in a traffic control zone, the Contractor shall station a flagger at the encroachment to assist pedestrians and bicyclists past the construction activity.

Add the following to the end of the fifth paragraph: Pedestrian and bicycle traffic shall be maintained from Dimond Boulevard to Potter Drive on the existing west pathway or the proposed east pathway during construction. Detouring pedestrian and bicycle traffic to pathways along roads outside of the project will not be allowed.


643-3.02 ROADWAY CHARACTERISTICS DURING CONSTRUCTION. In the fourth paragraph, third sentence, change “crossings” to “closures”. (06/25/99)M 80

Special Provisions

643-3.05 AUTHORITY OF THE ENGINEER. Add the following after the second sentence: In no case shall this time exceed 24 hours.

643-3.06 TRAFFIC PRICE ADJUSTMENT. Add the following: Traffic Price Adjustment will also apply to unacceptable driving conditions, such as severe bumps, “washboarding,” potholes, excessive dust or mud, or dirty or out of place traffic control C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

http://www.fhwa.dot.gov/

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devices. The Engineer will make the sole determination as to whether the roadway or pedestrian facility is acceptable for full, unimpeded use by the public. Failure to maintain an acceptable infrastructure or traffic control plan will result in a price adjustment equal to 100 percent of the applicable rate shown in Table 643-1, for the time that the roadway or pedestrian facility is in an unacceptable condition.

Delete Table 643-1 and substitute the following:

TABLE 643-1ADJUSTMENT RATES

Published ADT Dollars/Minute of Delay/Lane

0-4,999 $10

5,000-9,999 $30

10,000+ $40

643-3.08 CONSTRUCTION SEQUENCING. Delete the last sentence and substitute the following: Unless otherwise determined by the Engineer, and an approved Traffic Control Plan.

Add the following:

Traffic shall be maintained on a paved surface at all times. Place the entire bottom lift of Asphalt Concrete, Type II; Class A before placing Stone Mastic Asphalt Concrete.

No restriction to traffic will be allowed during the times listed below unless authorized by the Engineer:

1. Monday through Friday from 6:00 AM to 8:00 AM.2. Monday through Friday from 4:00 PM to 6:00 PM.

All road closures are subject to approval by the Department. The following projects may be under construction concurrently with this project: Arctic, Raspberry to Dimond; Arctic and Dowling ARR Crossing; Dowling, Old Seward to Lake Otis; and New Seward, Dimond Intersection Capacity Improvements. Final approval of road closures may be affected by the construction activities on these other projects and the associated impacts on the area traffic.

The new Northbound roadway, north of the Campbell Creek Bridge, shall be fully operational for two way traffic before routing the existing C Street traffic to the new the New Northbound alignment.


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Allowable restrictions to traffic are:

1. No Road closures are allowed until October 1, 2002.

2. The following work will be allowed with a combination of one full and partial closure from 7:00 PM Friday to 5:00 AM the following Monday for intersection:

a. Pavement work and utility crossings at the intersection of C Street and 76th Avenue / Foxridge Way, but local access to Foxridge Way must be maintained at all times. During this period, divert traffic to Arctic Boulevard using Dimond Boulevard and Raspberry Road.

b. Pavement work and utility crossings at the intersection of C Street and Raspberry Road / 68th Avenue. The East leg (68th Avenue) may be shut down for a maximum of 24 hours only. During this period, divert traffic to Arctic Boulevard using International Airport Road and 76th Avenue.

c. Pavement work and utility crossings at the intersection of C Street and 64th Avenue. The West leg of the above intersection may be shut down for a maximum of 24 hours only. During this period, divert traffic to Arctic Boulevard using International Airport Road and Raspberry Road.

3. One closure of C Street will be allowed from 7:00 PM Friday to 5:00 AM the following Monday for the railroad excavation work between Raspberry Road and 64th Avenue. The West leg of 64th Avenue shall remain open. During this period, divert traffic to Arctic Boulevard using International Airport Road and Raspberry Road.

Allowable restrictions to ARRC train traffic:

Close C Street.

ARRC will allow one 48 hour weekend closure of railroad tracks beginning the weekend of midnight Friday to midnight Sunday and road closure Friday 7 PM to Monday 5 AM October 19 and 20, 2002, with a minimum of ten (10) days notice. If required, another 48 hour closure window will be allowed the following weekend. At the end of any 48 hour closure, the track must be restored to service with the approval of ARRC.


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The Contractor shall obtain the local school bus schedule and coordinate his work efforts to ensure the school buses are not delayed through the construction zone. This plan shall be submitted, as a TCP, to the Engineer for approval before the implementation of the school bus coordination plan. The Contractor shall make every effort not to delay school buses through the construction work zone.

The use of the existing C Street Road for this project is limited as follows:

Complete all methyl Methacrylate pavement marking work on project MGS-STP-000S(391)/55375, Central Region Non-NHS Pavement Markings 2001/2002 between the hours of 8:00 PM to 5:00 AM. The Department will allow closing one lane of traffic only during these hours. During these lane reductions, the Contractor shall maintain traffic flow on all remaining lanes.

643-3.09 INTERIM PAVEMENT MARKINGS. In the second paragraph, delete the words “or cover them with black removable preformed marking tape.”

Replace the first sentence in the last paragraph with the following: Do not place final pavement markings until traffic has traveled over the seal coat or surface treatment for at least 14 days and no more than 21 days, as directed by the Engineer.

Add the following Subsection:

643-3.10 PUBLIC INFORMATIONAL PROGRAM. Provide a Public Information (PI) professional to accomplish the work outlined in this Subsection. The PI person shall have a minimum of five (5) years demonstrated professional experience in performing similar informational campaigns involving multi-media, i.e.: television, radio, newspaper and public presentations. S/he shall be responsible for all aspects of this service including coordination; public interaction; preparing graphics; developing mailing lists; supplying updated information; and all labor, equipment, postage, and materials to provide this service. Logos, reports, software, visual aids, graphics and work products developed for this Project shall become the property of the Department, and delivered to the Engineer at the end of the work. The PI professional's office shall be equipped with a facsimile machine.


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This professional shall be responsible for the following tasks for the PI Program:

A. Mail-outs. Design and distribute three informational mail-outs/flyers each construction season, which will be approved by the Engineer. The mail-outs shall contain most or all of the following:

1. a brief description and map of the Project,2. the Contractor's anticipated construction schedule,3. a narrative of the possible delays to the traveling public through the

Project,4. detailed traffic information such as intersection, lane and/or sidewalk

closures, their corresponding detours, and their effective dates,5. locations of temporary bus stops,6. a description of possible impacts to abutting property accessing the

Project,7. a listing of locations where current Project information may be obtained,8. date and times of Open House meeting as required by the Engineer,9. the Contractor's 24-hour message number and office telephone number,

and10. the Engineer's Project office telephone number, e-mail address, and the

web site address containing Project updates, schedules and general narrative information.

The last mail-out shall also contain a questionnaire to aid in preparing the final Report required under Item E below.

The mail-outs shall be sent to all addresses within one city block on either side of the Project corridor, and shall be addressed to both the owner of record and the current tenant. It shall be distributed at the following times:

a. two weeks before construction begins,b. at the approximate one-third point of construction season, andc. at the approximate two-thirds point of construction season.

B. Weekly Notices. Write and submit weekly Public Information Notices that identify road closures, restrictions to traffic, and detours. Areas of potential traffic delay shall be emphasized and alternative routes noted. Coordinate this effort with the Engineer and the Department's NAVIGATOR Informational Program. Telephone numbers for further information, and the date and time for the next scheduled public open house meeting shall be provided. The Engineer will


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approve the Notices. Hand carry or fax the Notices to the local news broadcasting media, emergency services, public service organizations and the major retailers near the Project corridor.

Notices shall also be distributed to the following local officials and transportation organizations, including but not necessarily limited to:

Alaska Carriers AssociationAlaska Trucking AssociationAlaska State TroopersAnchorage Police DepartmentAnchorage Fire DepartmentAnchorage School DistrictPeople Mover Transit AuthoritiesLocal Emergency Medical ServicesUS Postal Service

The Notices shall be submitted at the following times:

1. one week prior to the beginning of construction,2. on Wednesday of each week during construction, and3. prior to any major change or disruption to traffic or local access.

Additionally, the PI professional shall notify business and residents that front the Project or scheduled road closures or of driveway, curb or sidewalk reconstruction, or any other work affecting them. Property owners with the work segment shall receive the Notices a minimum of one week prior to the commencement of the work within their segment. Lastly, provide daily information to those media who do non-paid public service road reports or announcements, and/or "Eye-in-the-Sky" commuter road reporting.

C. Public Open House Meetings. Prepare presentations for the Engineer's Open House Meetings, and for of each of the Community Councils that represent areas affected this Project. The Community Council meetings attended shall be the last regularly scheduled meetings prior to the beginning of construction. Presentation size graphics shall be used to help explain the Project to the general public.

The PI professional shall be the Contractor's representative and spokesman, able to speak for him. The PI professional shall be available to attend additional public meetings, up to five, as requested by the Engineer.


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C. Other Agency Coordination. Coordinate with the Anchorage People Mover Transit Department (343-8294) to take advantage of programs which will help decrease traffic through this Project, such as Park-and-Ride with express bus service, Ride Share, and the car pooling program. Also coordinate any major detours and closures with emergency service providers (police, fire, and ambulance), Anchorage School District bus operators, postal service, and the People Mover.

E. Final Report. Before Project completion, submit a Report evaluating the Public Informational Program as detailed under this Subsection. The Report shall include an outline of the program, an analysis of the program's effectiveness, and suggestions on how to improve the program's effectiveness, economy, and usefulness on future projects.

F. Project Progress Meetings. Attend all scheduled or special Project meetings between the Contractor and the Engineer at the field office.

G. Web Page. Generate an INTERNET web site for the Project containing Project updates, schedules and general narrative information. Add links to the Department's NAVIGATOR Home Page (www.dot.state.ak.us/navigator.html). Update the site weekly.

643-4.01 METHOD OF MEASUREMENT. Page 376, under item 6 “Interim Pavement Markings,” delete the second paragraph.

Add the following: No measurement required to provide a 24 hour toll free (1-800-###-####) "hotline road report" telephone with a prerecorded message, and weekly notices with daily updates. All work will be subsidiary to Item 643(1) or 643(2), Traffic Maintenance.

Add the following: Providing mail-outs, notices, displays for open house and public meetings, and providing weekly notices with updates will not be measured for payment.

643-5.01 BASIS OF PAYMENT. Add the following: The Engineer does not require a change order/directive for Item 643(25) Traffic Control.


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TRAFFIC CONTROL RATE SCHEDULE

Traffic Control Device Pay Unit Unit Rate

Construction Signs Each/Day $ 5.00

Special Construction Sign Square Meter $215.00

Type II Barricade Each/Day $ 3.00

Type III Barricade Each/Day $ 10.00

Traffic Cone or Tubular Marker Each/Day $ 1.00

Drums Each/Day $ 3.00

Sequential Arrow Panel Each/Day $55.00

Portable Concrete Barrier Each $60.00

Temporary Crash Cushion Each $2,500.00

Pilot Car/Shadow Vehicle Hour $65.00

Watering Kiloliter $5.25

Street Sweeping Hour $150.00

Power Broom Hour $75.00

Portable Changeable Message Board Sign Calendar Day $150.00

Temporary Sidewalk Surfacing Square Meter $12.50Flexible Markers Each $50.00

Removal of Pavement Markings Meter $4.00

Temporary Guardrail Meter $70.00

Interim Pavement Markings Painted Markings Removable Preformed Markings Temporary Raised Pavement Markings Word or Symbol Markings

MeterMeterMeterEach

$0.90$2.13$0.24

$40.00

Payment for Item 643(15), the Engineer will pay Flagging on a contingent sum basis at the rate of $32.00/hour. The Engineer does not require a change order/directive for the flagging pay item. (01/29/02) R222M98

Payment will be made under:C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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643(15) Flagging Contingent Sum

643(31) Public Informational Program Lump Sum


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SECTION 644

SERVICES TO BE FURNISHED BY THE CONTRACTOR


644-2.01 FIELD OFFICE. Delete this subsection in its entirety and substitute the following: Furnish and maintain a suitable office for the Engineer, available for occupancy from two weeks prior to commencing work, through 30 days after issuance of the notice of project completion as defined in subsection 105-1.15. The following office requirements shall be met:

1. A minimum of 100 square meters of floor area. The office area shall be divided so that it contains an office room separated by a closable door. The office room shall have a minimum of 15 square meters of floor area.

2. A thermostatically controlled interior heating system with necessary fuel.

3. Adequate electrical lighting and 120 volt, 60 hertz power, with a minimum of six (6) electrical outlets.

4. A minimum of 9 square meters of window area and adequate ventilation.

5. Adequate parking for a minimum of 16 vehicles, with one handicap parking space meeting the requirements of Americans with Disabilities Act Accessibility Guidelines (ADAAG).

6. Attached indoor plumbing with sanitary lavatory facilities and potable drinking water provided.

7. Three (3) telephone service lines available at the office location.

8. If a part of the Contractor's building, it shall be completely partitioned off from the balance of the structure and provided with a separate outside door equipped with a lock.

9. Located within 1600 meters of the project.

10. The Engineer's office shall be accessible by disabled individuals from the designated handicap parking space in accordance with the requirements of Americans with Disabilities Act Accessibility Guidelines (ADAAG).


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12. Weekly janitorial service consisting of emptying trash receptacles, vacuuming office area and cleaning restrooms and counter areas.

13. Provide one mobilization and one demobilization of the Engineer’s office equipment and furniture.

644-2.02 FIELD LABORATORY. Delete sub-item g on page 380 and substitute the following:

g. 1900 liter capacity tank with a pressure pump or a commercial pressurized system.

Add the following:

7. Supply 240 volt, 60 hertz power, a 45 kilogram propane bottle, and a 1900 liter capacity water tank with a pressure pump or a commercial pressurized system for a State provided portable asphalt lab at a location designated by the Engineer.

8. Provide one mobilization and one demobilization of the Engineer's laboratory equipment.


644-4.01 BASIS OF PAYMENT. . In the last full paragraph, beginning with “Furnishing the following is subsidiary”, after “platform scales,” insert “ scale operators.”

(06/25/99)M 81

Special Provisions

Add the following: Electricity, propane and water supplied for the State provided portable asphalt lab will not be paid for separately, but will be subsidiary to Item 644(2) Field Laboratory.

(9/28/00)R63M98


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SECTION 645

TRAINING PROGRAM

Special Provision

645-1.01 DESCRIPTION. This Training Special Provision implements 23 CFR 230, Subpart A, Appendix B.

As part of the Equal Employment Opportunity Affirmative Action Program, the Contractor shall provide on-the-job training aimed at developing full journey status in the type of trade or job classification involved. The number of individuals to be trained and the number of hours of training to be provided under this contract will be as shown on the bid schedule.

645-2.01 OBJECTIVE. Training and upgrading of minorities and women toward journey status is the primary objective of this program. The Contractor shall enroll minorities and/or women, where possible, and document good faith efforts prior to the hire of non-minority males in order to demonstrate compliance with this Training Special Provision. Specific good faith efforts required under this Section for the recruitment and employment of minorities and women are found in the Federal EEO Bid Conditions, Form 25A301, items 7.b, 7.c, 7.d, 7.e, 7.i, 7.j and 7.l, located in the "green pages" of this document.

645-3.01 GENERAL. The Contractor shall determine the distribution of the required number of apprentices/trainees and the required number of hours of training among the various work classifications based upon the type of work to be performed, the size of the workforce in each trade or job classification, and the shortage of minority and female journey workers within a reasonable area of recruitment.

Training will be provided in the skilled construction crafts unless the Contractor can establish prior to contract award that training in the skilled classifications is not possible on a project; if so, the Department may then approve training either in lower level management positions such as office engineers, estimators, and timekeepers, where the training is oriented toward construction applications, or in the unskilled classifications, provided that significant and meaningful training can be provided. Some offsite training is permissible as long as the training is an integral part of an approved training program and does not comprise a significant part of the overall training.

Credit for offsite training hours indicated above may only be made to the Contractor where the apprentices/trainees are concurrently employed on the project and the Contractor does C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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one or more of the following: contributes to the cost of the training, provides the instruction to the apprentice/trainee, or pays the apprentice's/trainee's wages during the offsite training period.

Where feasible, 25 percent of apprentices or trainees in each occupation shall be in their first year of apprenticeship or training.

Prior to award of the contract, the Contractor shall submit Form 25A311, Training Utilization Report, indicating the training program to be used, the number of apprentices/trainees to be trained in each selected classification, the number of hours of training to be provided, and the anticipated starting time for training in each of the classifications.

Training must begin within 2 weeks of the anticipated start date(s); unless otherwise authorized by a Directive. The Engineer shall authorize the Directive only after submission of documentation by the Contractor, and approval by the Engineer, of efforts made in good faith that substantiate the necessity for a change.

Contractors may use a training program approved by the U.S. Department of Labor, Bureau of Apprenticeship & Training (USDOL/BAT), or one developed by the Contractor and approved prior to contract award by the Alaska Department of Transportation and Public facilities (ADOT&PF) Training Program Representative, using Form 25A310.

The minimum length and type of training for each classification will be established in the training program selected by the Contractor. Training program approval by the Department for use under this section is on a project by project basis.

It is expected that each apprentice/trainee will begin training on the project as soon as feasible after start of work utilizing the skill involved and remain on the project as long as training opportunities exist or until training has been completed. It is not required that apprentices/trainees be continuously employed for the duration of the contract.

If, in the judgement of the Contractor, an apprentice/trainee becomes proficient enough to qualify as a journey worker before the end of the prescribed training period and the Contractor employs that individual as a journey worker in that classification for as long as work in that area remains, the individual's training program will be considered completed and the balance of training hours required for that apprentice/trainee shall be waived.

The Contractor shall furnish each ADOT&PF training program trainee a copy of the program (Form 25A310) to be followed during training on the project, and with a written certification showing the type and length of training completed on the project. Existing USDOL/BAT apprentices should already have a copy of their program. No employee shall C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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be employed for credit as an apprentice/trainee in a classification in which that employee has previously worked at journey status or has previously completed a training course leading to journey status.

The Contractor shall periodically review the training and promotion potential of minority and women employees and shall encourage eligible employees to apply for such training and promotion.

The Contractor shall provide for the maintenance of records and the furnishing of periodic reports documenting the progress of each apprentice/trainee. The Contractor must submit Form 25A313 by the 15th of each month and provide each ADOT&PF trainee written evaluation reports for each unit of training provided as established on Form 25A310.

645-3.02 WAGES. Trainees in ADOT&PF approved training programs will be paid prevailing Davis-Bacon fringe benefits plus at least 60 (but less than 100) percent of the appropriate minimum journey rate specified in the contract for the first half of the training period, at least 75 (but less than 100) percent for the third quarter of the training period, and at least 90 (but less than 100) percent for the last quarter of the training period. Trainee wages shall be identified on Form 25A310. Apprentices in USDOL/BAT training programs shall be paid in accordance with their approved program. Beginning wages of each trainee/apprentice enrolled in a Section 645 Training Program on the project shall be identified on Form 25A312.

645-3.03 SUBCONTRACTS. In the event the Contractor subcontracts a portion of the work, he shall determine how many, if any, of the apprentices/trainees are to be trained by the subcontractor. Any such subcontracts shall include this Section 645, Form 25A311 and Form 25A310, where appropriate. However, the responsibility for meeting these training requirements remains with the Contractor; compliance or non-compliance with these provisions rests with the Contractor and sanctions and/or damages, if any, shall be applied to the Contractor in accordance with subsection 645-5.01, Basis of Payment.

645-4.01 METHOD OF MEASUREMENT. The Contractor will be credited for each approved apprentice/trainee employed on the project and reimbursed on the basis of hours worked, as listed in the certified payrolls. There shall be no credit for training provided under this section prior to the Contractor's submittal and approval by the Engineer of Form 25A312 for each apprentice/trainee trained under this Section. Upon completion of each individual training program, no further measurement for payment shall be made.


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645-5.01 BASIS OF PAYMENT. Payment will be made at the contract unit price for each hour of training credited. Where a trainee or apprentice, at the discretion of the Contractor, graduates early and is employed as a journey worker in accordance with the provisions of subsection 645-3.01, the Contractor will receive payment only for those hours of training actually provided.

This payment will be made regardless of any other training program funds the Contractor may receive, unless such other funding sources specifically prohibit the Contractor from receiving other reimbursement.

Payment for training in excess of the number of hours specified on the approved Form 25A311, may be made only when approved by the Engineer through Change Order.

Non-compliance with these specifications shall result in the withholding of progress payments until good faith efforts documentation has been submitted and acceptable remedial action has been taken.

Payment will be at the end of the project following the completion of all training programs approved for the project. No payment or partial payment will be made to the Contractor if he fails to do any of the following and where such failure indicates a lack of good faith in meeting these requirements:

A. provide the required hours of training (as shown on the approved Form 25A311),

B. train the required number of trainees/apprentices in each training program (as shown on the approved Form 25A311), or

C. hire the apprentice/trainee as a journey worker in that classification upon completion of the training program for as long as work in that area remains.

Failure to provide the required training damages the effectiveness and integrity of this affirmative action program and thwarts the Department's federal mandate to bring women and minorities into the construction industry. Although precise damages to the program are impractical to calculate, they are at a minimum, equivalent to the loss to the individuals who were the intended beneficiaries of the program. Therefore, where the Contractor has failed, by the end of the project, to provide the required number of hours of training and has failed to submit acceptable good faith efforts documentation which establishes why he was unable to do so, the Contractor will be assessed an amount equal to the following damages to be deducted from the final progress payment:

Number of hours of training not provided, times the journey worker hourly scale plus benefits. The journey worker scale is that for the classification identified in the approved programs.



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645(1) Training Program, Labor Hour___ Trainees/Apprentices

(10/29/91)S 16


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SECTION 646

CPM SCHEDULING

Special Provisions

646-2.01 SUBMITTAL OF SCHEDULE. Delete the last paragraph and substitute the following:

The Contractor shall allow 14 days for the Engineer's review, if revisions to the proposed CPM schedule are required, the Contractor shall do so promptly. The CPM schedule must be finalized and accepted by the Engineer prior to commencement of any work on the project.

646-3.01 REQUIREMENTS AND USE OF SCHEDULE. Delete Item 2 in its entirety.


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SECTION 647

EQUIPMENT RENTAL

Special Provisions

647-1.01 DESCRIPTION. This item consists of furnishing construction equipment, operated, fueled and maintained, on a rental basis for use in construction of extra or unanticipated work at the direction of the Engineer. Construction equipment is defined as that equipment actually used for performing the items of work specified and shall not include support equipment such as, but not limited to, hand tools, power tools, electric power generators, welders, small air compressors and other shop equipment needed for maintenance of the construction equipment.

The work is to be accomplished under the direction of the Engineer, and the Contractor's operations shall at all times be in accordance with the Engineer's instructions. These instructions by the Engineer shall be to the Contractor's supervisory personnel only, not to the operators or laborers. In no case shall these instructions by the Engineer be construed as making the Department liable for the Contractor's responsibility to prosecute the work in the safest and most expeditious manner.

647-2.01 EQUIPMENT FURNISHED. In the performance of this work, the Contractor shall furnish, operate, maintain, service, and repair equipment of the numbers, kinds, sizes, and capacities set forth on the Bid Schedule or as directed by the Engineer. The operation of all equipment shall be by skilled, experienced operators familiar with the equipment.

The kinds, sizes, capacities, and other requirements set forth shall be understood to be minimum requirements. The number of pieces of each equipment to be furnished and used shall be as the Engineer considers necessary for economical and expeditious performance of the work. The equipment shall be used only at such times and places as the Engineer may direct.

All equipment shall be in first-class working condition and capable of full output and production. The minimum ratings of various types of equipment shall be as manufactured and based on manufacturer's specifications. Alterations will not be considered acceptable


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in achieving the minimum rating. Equipment shall be replaced at any time when, in the opinion of the Engineer, their condition is below that normal for efficient output and production.

All equipment shall be fully operated, which shall be understood to include the operators, oilers, tenders, fuel, oil, air hose, lubrication, repairs, maintenance, insurance, and all incidental items and expenses.

647-2.02 EQUIPMENT OPERATORS AND SUPERVISION PERSONNEL. Equipment operators shall be competent and experienced and shall be capable of operating the equipment to its capacity. All personnel furnished by the Contractor shall be, and shall remain during the work hereunder, employees solely of the Contractor.

The Contractor shall furnish, without direct compensation, a job superintendent or Contractor's representative together with such other personnel as are needed for Union, State, or Federal requirements and in servicing, maintaining, repairing and caring for the equipment, tools, supplies, and materials provided by the Contractor and involved in the performance of the work. Also, the Contractor shall furnish, without direct compensation, such transportation as may be appropriate for the personnel.

647-3.01 CONSTRUCTION REQUIREMENTS. The performance of the work shall be in accordance with the instructions of the Engineer, and with recognized standards and efficient methods.

The Contractor shall furnish equipment, tools, labor, and materials in the kinds, number, and at times directed by the Engineer and shall commence, continue, and stop any of the several operations involved in the work only as directed by the Engineer.

Normally, the work is to be done when weather conditions are reasonably favorable, six (6) days per week, Mondays through Saturdays, holidays excepted.

The Engineer will begin recording time for payment each shift when the equipment begins work on the project. The serial number and brief description of each item of equipment listing in the bid schedule and the number of hours, or fractions thereof to the nearest one-quarter hour, during which equipment is actively engaged in construction of the project shall be recorded by the Engineer Each day's activity will be recorded on a separate sheet or sheets, which shall be verified and signed by the Contractor's representative at the end of each shift, and a copy will be provided to the Contractor's representative.

647-4.01 METHOD OF MEASUREMENT. The number of hours of equipment operation to be paid for shall be the actual number of hours each fully operated specified unit of equipment, or each fully operated specified combination of units of equipment, is actually engaged in the performance of the specified work on the designated areas in accordance with the instruction of the Engineer. The pay time will not include idle periods, and no payment will be made for time used in oiling, servicing, or repairing of


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equipment, or in making changeovers of parts to the equipment. Travel time to or from the project, will not be authorized for payment.

647-5.01 BASIS OF PAYMENT. Payment for Item 647(1), Wide Pad Dozer, 48 kW Minimum will be paid on a contingent sum basis at the rate of $125/hour. This shall be full compensation for furnishing, operating, maintaining, servicing and repairing the equipment, and for all incidental costs related to the equipment. Furnishing and operating of equipment of heavier type, larger capacity, or higher wattage than specified will not entitle the Contractor to any extra compensation.



647(1) Wide Pad Dozer, 48 kW Minimum Contingent Sum

(11/12/98)R15M98


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PARK FACILITIES

Special Provisions

650-1.01 DESCRIPTION. ***deleted*** The Contractor shall design and construct an elevated walkway 4.2 meters inside demension. ***deleted***

650-1.02 APPLICABLE ACCESSIBILITY STANDARD. Americans with Disabilities Act (ADA) Accessibility Guidelines for Buildings and Facilities

650-1.03 SUBMITTALS. Submittals are required for materials. Submittal approval by Department is required prior to incorporation of materials into work. Complete submittal. information is required to be on the job site at all times during construction. Contractor shall make materials available for inspection in a convenient manner, at the time of arrival, for conformance with the submittal information and contract documents. Materials found to differ from contract specifications shall be replaced at no additional expense to Department.

Submittals of the elevated walkway shall meet the requirements of subsection 504-3.01 item No. 9.

650-2.01 MATERIALS. ***deleted***

650-2.02 AGGREGATE BASE COURSE BEDDING. Aggregate Base Course Bedding shall conform to the requirements of Section 703

650-2.03 STRUCTURAL STEEL. Structural steel shall conform to the requirements of ASTM Specification A 36, for Structural Steel.

650-2.04 GALVANIZING. Conform to AASHTO M111 or M232 (ASTM A123 or A153)

650-2.05 WOOD. Conform to Section 713. Wood species shall be Douglas Fir, Western Hemlock or Hem-fir unless otherwise specified.


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A. Dimensional. Dimensional lumber and timbers are shown on the plans its nominal dimensions, i.e.; 50x100, indicating surfaced four sides (S4S) or planed material. Use classification for light framing shall be Construction Grade. Use classification for structural joists and planks shall be No. 2 Grade or Better. Manufacturing classification shall be Dressed (Surfaced) Lumber. Size classification shall be Nominal Size Designations of Boards, Dimension, and Timbers.

B. Rough Cut. Unless otherwise indicated, rough cut lumber and timbers are shown on the plans in actual dimensions, i.e.; 50x100, indicating rough-cut material. Use classification shall be Structural Lumber, No. 2 Grade or Better. Manufacturing classification shall be Rough Lumber. Size classification shall be Rough Dry Sizes.

650-2.06 TREATED WOOD. Wood shall conform to Subsection 650-2.05. Treatment shall be as follows:

A. Above Ground Applications. Pressure treat lumber and timber with water borne salts preservative Chromated Copper Arsenate Type C (CCA-C) to a minimum retention of 6.4 kilograms per cubic meter or to refusal. Treated materials shall be pigmented uniformly brown in color by treater and nonincised. This type of treated wood is commonly used for residential decks for above ground applications. Incising may be used on 4x and thicker material to obtain minimum retention.

B. Ground Contact Applications. Pressure treat lumber and timber with water borne salts preservative to Chromated Copper Arsenate Type C (CCA-C) to a minimum retention of 9.6 kilograms per cubic meter. Exposed treated materials shall be pigmented uniformly brown in color by treater.

650-2.07 FASTENERS. Commercial quality and type of nails and screws as required to securely hold all members in place in accordance with National Design Specifications. Nails shall be hot dipped galvanized. All other fasteners shall be corrosion resistant. Fasteners in pressure treated wood shall be hot dipped galvanized. Nails and wood screws below grade in pressure treated wood shall be stainless steel. Bolts nuts and washers shall conform to the requirements of ASTM Specification A 325.

650-2.08 PAINT. Unless otherwise specified, use the following paint types and colors, or approved equals:

A. Solid Oil Stain. Exterior alkyd flat finish stain, color russet. Color-Shield 4000 #63-138Russett as manufactured by Preservative Paint Company, Russet as


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manufactured by Pittsburgh Paint Company, or Olympic Russet as manufactured by PPG Architectural Finishes, Inc. Submit color samples of proposed substitutions for approval.

B. Semi - Transparent Oil Stain . Exterior alkyd base stain, color to match solid oil stain russet. Use stains for pressure treated wood recommended by manufacturer.

C. Clear Oil Stain. Clear penetrating exterior alkyd base stain formulated for water repellency.

D. Metal Primer Paint. As recommended by enamel paint manufacturer.

E. Above Ground Wood Preservative. Brown preservative with active ingredient of minimum 9.08 percent copper naphthenate (equivalent to minimum 1 percent metallic copper). Color to be approved by Engineer.

F. Below Ground Wood Preservative. Preservative with active ingredient of minimum 18.16 percent copper naphthenate (equivalent to minimum 2 percent metallic copper).

G. End Cut Preservative for Treated Wood. Brown preservative with active ingredient of minimum 18.16 percent copper naphthenate (equivalent to minimum 2 percent metallic copper). Color to match preservative pressure treatment color.

Paint that has been frozen or is out of date shall be replaced at no additional cost to the Department.

CONSTRUCTION REQUIREMENTS.

650-3.01 STRUCTURAL STEEL. Welding to conform to American Welding Society D1.1.

650-3.02 WOOD. Competent carpenters shall be employed and all framing shall be true and exact. Unless specified, nails and spikes shall be hand driven with just sufficient force to set the heads flush with the surface of wood. Power nail guns are prohibited. Locate all non-removable shipping, storage, weathering and erection marks on fabricated lumber so as to be hidden from view in the completed work.

Use of damaged lumber shall not be allowed. Store on-site lumber above the ground and protected from damage and weathering.


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Holes for round drift-bolts and dowels shall be bored with bit 1.5 mm smaller in diameter than that of the bolt or dowel used. Holes for machine and carriage bolts shall be bored with a bit of the same diameter as that of the bolt. Holes for lag screws shall be bored with a bit not larger than the body of the screw at the foot of the thread.

Unless otherwise specified, USS flat washers shall be used in contact with all bolt and heads or nuts that would otherwise be in contact with wood.

650-3.03 PAINT. Deliver paint in sealed containers with labels legible and intact. Remove dirt, grease, oil and other construction debris prior to painting. Insure that surfaces to be painted are even, smooth, sound, clean, dry, and free from defects affecting proper application. Metal surfaces to receive paint shall be corrosion free. Apply per manufacturer's recommendations. Apply paint material evenly without runs, sags, or other defects. Work each coat into the material being coated at an average rate of coverage recommended by the manufacturer. Cover surfaces completely to provide uniform color and appearance. Remove all paint, stain, or other finish material where it has spilled or spattered.

A. General. Unless otherwise specified, schedule finishes as follows:

1. Non-Treated Wood, Surfaced. Finish surfaces not scheduled to receive stain or clear wood finish with wood preservative.

2. Non-Treated Wood, Rough Cut. Saturate below and above ground surfaces not scheduled to receive stain with wood preservative.

3. Treated Wood, Hidden. Dados, cut ends, drilled holes and field cuts in wood materials shall be brush coated to saturation with end cut preservative.

4. Treated Wood, Exposed. Saturate cut surfaces with scheduled finish. Finish surfaces not scheduled to receive stain with wood preservative.

5. Metal. Prime and paint exposed metal surfaces that are not fabricated of corrosion resistant material or galvanized.


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***deleted***

650-3.04 WOODEN ELEVATED WALKWAY. ***deleted***

650-4.01 METHOD OF MEASUREMENT. ***deleted***

650-5.01 BASIS OF PAYMENT. ***deleted***


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PEDESTRIAN LIGHT

651-1.01 DESCRIPTION. This work under this section includes but is not limited to all shop drawings, structural calculations, all labor, materials, transportation, testing, maintenance, and service necessary to furnish and install the pedestrian light and benches as shown on the drawings, as specified with Section 504, Steel Structures and Section 660, Signals and Lighting.

Contractor shall supply the Engineer with preliminary, pre-final, and final shop drawings of the pedestrian light and benches for review before construction.

The Contractor is responsible for verifying existing utilities or requesting locates of underground utility lines.

651-1.02 CONTRACTOR QUALIFICATIONS. Fabricators and installers shall meet the following qualifications:

1. Not less than five years of continuous experience in the fabrication of custom products.

2. Welders have an American Welding Society (AWS) certification.

3. Comply with “Code for Welding in Building Construction” of the American Welding Society, latest edition.

651-1.03 SUBMITTALS. The Contractor shall provide the following submittals to the Engineer for review and approval. The Contractor will not be allowed to begin pedestrian light and bench construction until all submittal requirements are satisfied and found acceptable to the Engineer. Changes or deviations from the approved submittals must be re-submitted for approval. Alaska Registered Structural and Electrical Engineers shall stamp shop drawings. No adjustments in contract time will be allowed due to incomplete submittals.

1. The Contractor shall submit to the Engineer preliminary shop drawings of the pedestrian light and benches clearly showing all materials, finishes, connections, joining methods, location of installation, field measurements and foundation. Engineer shall provide written comment within 10 days of preliminary submittal.


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2. The Contractor shall review Engineer comment for the preliminary shop drawings and prepare pre-final shop drawings clearly showing all materials, finishes, connections, joining methods, location of installation, field measurements and foundation. Engineer shall provide written comment within 10 days of pre-final submittal.

3. The Contractor shall review Engineer comment for the pre-final shop drawings and prepare final shop drawings clearly showing all materials, finishes, connections, joining methods, location of installation, field measurements and foundation. The Contractor shall also provide all structural calculations for snow, wind and gravity loads. Approved final shop drawings and calculations shall become the basis for acceptance of Work.

4. 300 mm x 300 mm sample of cast aluminum to demonstrate hammered and polished finish type for approval by Engineer.

5. 150 mm x 150 mm sample of red translucent polycarbonate lens for approval by Engineer.

6. 75 mm x 150 mm color chips of specified colors for RAL Standard color chart for approval by the Engineer.

651-2.01 MATERIALS.

Concrete Section 501, Class AReinforcing Steel Section 503Poles, Conduit, & Foundation Section 660Paint Section 708 as modifiedStructural Steel and Related Materials Section 716

Aluminum: Alloy 356.1. Verify alloy and temper designations by mill certification.

Polycarbonate lens: Premium architectural grade acrylic sheet, manufactured by cell-casting process meeting Plexiglas G sheet standards.

Light fixture: 100 W metal halide, air and water tight except for filter area.


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651-2.02 FINISHES.

Comply with National Association of Architectural metal Manufacturer’s (NAAMM) Metal Finishes Manual for recommendations on application and designation of metal and aluminum finishes.

Prepare powder coating for metal and aluminum through a five step process to provide and acceptable finish:

a. Rinsing and cleaning with clear water.b. Phosphate treating to etch surfaces.c. Re-rinsing with clear water.d. Oven drying surfaces prior to powder coating.e. Application of polyester powder by the electrostatic spray process to a

thickness of 1.5 mils.

Finishes shall be as follows:

Pedestrian luminaire post: ‘Dark Blue” powder coat finish.

Cast aluminum housing ‘Hammered’ finish: Hand rubbed directional textured finish over hammered surface as specified by the National Association of Architectural metal Manufacturer’s (NAAMM) Metal Finishes Manual AMP 501, Finishes for Aluminum ‘Clear’ powder coat over finish.

Polycarbonate lens: Red translucent acrylic sheet.

651-3.01 CONSTRUCTION.

Assemble metal fabrications according to approved shop drawings. Weld according to “Code for Welding in Building Construction” of the American Welding Society, latest edition.

Finish metal fabrication after assembly.

Prepare site for metal assemblies.

Contractor shall call for inspection at significant steps of the process: metal fabrication in shop, foundation installation, in shop metal assembly, on site assembly and installation, light fixture set installation and setup.


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651-4.01 METHOD OF MEASUREMENT. Pedestrian light will be measured by lump sum, complete and in place for the pedestrian light and benches. Shop drawings, concrete footings, site preparation and electrical hookup required for construction of pedestrian light and benches shall be subsidiary to Item 651(1) Pedestrian Light.

651-5.01 BASIS OF PAYMENT. Payment for pedestrian light installed under this section will include labor, equipment and materials necessary to furnish and install the pedestrian light and benches as shown on the plans.


651(1) Pedestrian Light Lump Sum


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SECTION 660

SIGNALS AND LIGHTING

Special Provisions

660-1.01 DESCRIPTION. Add the following: ***deleted***

The Contractor is responsible for the verification of all existing utilities or requesting locates of underground utility lines.

660-1.03 EQUIPMENT LIST (S) AND DRAWINGS. Delete item number 1 that follows the first paragraph, and add the following: The Approved Products List does not apply to the 660 items. Provide catalog cuts of all materials to the Engineer for review and approval.

Add the following to the last paragraph. The Engineer will deliver one copy each to State Maintenance and Operations; Technical Services; and attach the appropriate sheets of the last set in clear plastic envelopes to the inside of each controller assembly and load center.

660-1.05 MAINTAINING EXISTING AND TEMPORARY ELECTRICAL SYSTEMS. Delete this subsection in its entirety and substitute the following: This work consists of protecting and maintaining the existing and temporary electrical systems during the life of the contract. The work includes, but is not limited to, repairing, replacing, adjusting, realigning, cleaning, and relocating components of traffic signals, lighting systems, and flashing beacons to keep them wholly operational and positioned in accordance with the following specifications.

At the Pre-construction Conference, furnish the Engineer with the name and phone number of the person responsible for maintaining the existing and temporary electrical facilities. Make this person available at all times until the date of Acceptance for Traffic and Maintenance and provide all labor, materials, and equipment this person may need to complete repairs ordered by the Engineer.


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When the Contractor begins work, the Engineer will notify the Contractor and the local maintenance agencies in writing of the transfer of maintenance responsibilities, providing an effective date and time. Maintenance does not include replacement of defective equipment or repair of damage prior to the transfer of maintenance responsibility. Therefore, before starting work on the project, the Contractor shall inventory the condition of the existing equipment and present written documentation of all damaged and defective equipment, which the Engineer will inspect with the Contractor. If the Contractor begins work before providing the Engineer with an inventory, the Contractor waives the right to claim extra compensation when the Engineer later finds damaged or defective equipment.

Keep all components of the existing and temporary electrical systems fully operational during the progress of the work, except when the Engineer allows shutdowns to alter or remove the systems. The Engineer will consider these systems in effective operation when no damaged or defective equipment is found in service, and photoelectric controls operate the lighting systems. The State will pay for all electricity used to operate the systems, if the public benefits from their operation. Furnish replacement equipment compatible with existing equipment used in the Central Region.

Begin repair work on all systems within one hour of notification by the Engineer. If repairs are not completed, the Engineer may have outside forces complete the repairs and deduct the amount billed from any monies due the Contractor. When work is done on a traffic signal system, print a record of all work performed in the diary found in each controller cabinet. Each entry shall include the following:

1. The date(s) and time(s) the changes or maintenance operations began and were completed, and the names of the crewmembers completing the work.

2. The characteristics of the equipment failure or faulty operation evident before repair.

3. The changes made or corrective actions taken.

4. Conclude each entry with the printed name and signature of the person responsible for making the repairs or changes.

The Engineer will limit signal system shutdowns to periods during normal working hours as specified in Section 643, Traffic Maintenance. During the shutdowns, use flag persons to control traffic. Provide local traffic enforcement and maintenance agencies 24 hour notice prior to shutting down a traffic signal system.


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Locate existing conduit runs, buried cables, junction boxes, and all underground utilities before beginning work that may damage these facilities or interfere with these systems.

Where roadways are to remain open to traffic and work includes modifying the existing lighting systems, energize the modified circuit by sunset on the same day the original circuit is retired.

Relocate or replace signal poles, lighting standards, sign poles, flashing beacon poles, load centers, and controller cabinets whenever they come within than 1.8 meters to the traveled way.

During the various phases of construction, shift the signal heads to keep them aligned horizontally and vertically with the approaches in accordance with the following:

1. For overhead signals, maintain between 5.3 m and 5.8 m of clearance between the traveled way and the bottom of each signal.

2. For side mounted signals, maintain between 2.7 m and 3.4 m of clearance between the traveled way and the bottom of the signal.

3. Align overhead signals controlling a single lane with the center of the lane.

4. Align overhead signals controlling two or more lanes with the lane lines separating the lanes.

5. Check the horizontal angle to the side mounted far right signal from the center of the farthest left through lane at the stop bar. When the angle exceeds 20 degrees, move this signal to an overhead location. With two or more through lanes, center one signal head over each lane. With one through lane and protected, permitted signal phasing, leave the five section signal over the lane line and center the signal to be relocated over the through lane, otherwise install the relocated signal 2.4 meters to the right of the signal centered over the through lane.

6. For pedestrian signals, maintain between 2.1 m and 2.7 m between the traveled way and the bottom of each pedestrian signal.

7. Aim all signal heads in accordance with subsection 660-3.08, Installation Details.

When no longer required, salvage all original and Department provided equipment in accordance with the plans and subsection 660-3.21, Salvaging or Reusing Electrical Equipment, and remove all other materials used in the temporary systems from the project.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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660-1.05(A) TEMPORARY SIGNAL SYSTEMS. Provide temporary traffic signals at the intersections listed in the plans or special provisions. Move traffic through these intersections at all times with fully functional traffic signals, except during shutdowns to change over from one system to another. The Engineer will limit temporary signal system shutdowns to periods during normal working hours as specified in Section 643, Traffic Maintenance. During these shutdowns, use flag control to control the flow of traffic.

Submit a plan for each temporary signal system to the Engineer for review and approval prior to implementation. The temporary signal plan shall equal or exceed the system being replaced or modified. That is, the plan shall not downgrade the number of signal heads, signal phases, pedestrian pushbuttons, etc. Include the following details in each temporary signal plan.

1. A scale drawing of the intersection that includes all lanes, their widths, and auxiliary lane pocket lengths.

2. The location of all signal poles.3. The location, sizes, and type of each signal head.

The temporary signal system may consist of any combination of the following:

1. The existing systems,

2. Relocated components of the existing systems

3. Guyed wood poles, or

4. Parts of the permanent signal system.

Furnish and install all materials and miscellaneous hardware required for a functional traffic signal system. All materials shall conform to the requirements of the plans and specifications. Use temporary equipment compatible with existing equipment used in the Central Region. Provide load centers as required in subsection 660-1.05(B), Temporary Illumination Systems.

The Contractor may suspend traffic signals from messenger cables provided the Contractor mounts them with standard span wire hangers and secure them with a second cable to prevent misalignment in a wind. Furnish all signal faces with back plates and visors. Energize the signals of each phase that include two or more signals using two circuits; wire each circuit wired with an IMSA 20-1 signal cable. The Engineer will only C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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allow splices at the terminal blocks in the signal faces. Leave sufficient signal cable slack at each pole to provide for drip loops and to allow realignment of each signal head. The Contractor may install temporary controller assemblies on Type III junction boxes while completing work on the permanent systems.

Whenever temporary signals include a span wire attached to a permanent signal pole, install a guy on the permanent pole and provide protective collars to prevent chafe damage. Exclude poles with breakaway bases in span wire supported signal systems.

Maintain fully actuated traffic signals during the normal course of construction by installing loop or optical detectors as directed by the Engineer. Install loop detectors in the signal system(s) for use during winter shutdown in accordance with section 6.080 of Chapter 6 of the Municipality of Anchorage’s Design Criteria Manual.


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Unless modified by an approved traffic control plan, the following vehicle detection is required in the temporary systems (see Loop Detection Installation Details sheet):

Intersection ApproachVehicle Detection Required

advance & intermediate presence calling queue

Dimond Boulevard

northbound

southbound yes yes no no

westbound yes yes no no

eastbound yes yes no no

Foxridge Way

northbound yes yes no no


westbound no yes yes yes

eastbound no yes yes no

Raspberry Road

northbound yes yes no no


westbound no yes yes no

eastbound no yes yes no

TEMPORARY SIGNAL SYSTEM AT 64 TH AVENUE

A. State Supplied Material (not part of the permanent traffic signal system).

The traffic signal cabinet and controller assembly is an Econolite TS2 type 1 (type P) cabinet, equipped with an ASC/2S TS2 Type 2 controller, a malfunction monitoring unit and a full compliment of plug-ins for eight-phase operation.

Vehicle detection to be provided by an Econolite Autoscope Solo Pro video detection system. The Department will not supply the cabling required between the controller and vehicle detectors.


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An Econolite factory representative will be on-site during the video detection and traffic signal controller assembly installation and testing. Econolite will provide a training session for the setup, operation and maintenance of the system. A representative of the Contractor must attend this training.

B. System Installation

The Contractor shall transport the State-supplied materials from the MOA Traffic Signal Maintenance Lab, located at 3550 E. Tudor Road, to the project site, and coordinate with Econolite, and supply all remaining materials, and perform all work necessary to construct the temporary traffic signal, maintain it, and modify it as the project progresses.

This shall include, but is not limited to the following:

1. Equip temporary signal with optical detection in accordance with the plans and subsection 660-3.04 Item 6 of these specifications.

2. Obtaining electric and telephone service for the traffic signal controller cabinet,

3. Provide and install a 230 mm color monitor inside the controller cabinet for full-motion video output from the image sensors.

4. Once the permanent traffic signal system is operational, transport the color monitor and all State-supplied equipment for the temporary traffic signal to the MOA Traffic Signal Maintenance Lab. Provide one-week notice to MOA Signals Personnel of the Contractor’s intent to transport the salvaged equipment.

5. Provide three weeks advance notice to the Engineer and Econolite of when the traffic signal controller system will be moved to the field.

C. Interim Completion Dates

See Section 108.1.11 INTERIM COMPLETION DATES for when the work on the 64th Avenue temporary traffic signal shall be completed.


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660-1.05(B) TEMPORARY ILLUMINATION SYSTEMS. Provide temporary illumination at all locations shown on the Plans, if any, at all locations specified by the Engineer, and when all of the following conditions apply, on all roadways illuminated by existing lighting before the Contractor begins work.

1. When the Contractor maintains traffic on the subgrade, a portion of the pavement structure, on the existing pavement, or on temporary pavement.

2. When the Contractor can not make the permanent lighting system operational beforehand.

3. When as a result of the Contractor’s grading operations, a vehicle with a 100 mm ground clearance and 1500 mm between the tires would snag on the foundation.

4. At all times during the calendar year, except north of Turnagain Arm of Cook Inlet no lighting is required from midnight June 7 to midnight July 5.

Make temporary electroliers operational by sunset on the day you replace or retire the existing system, or open a roadway and/or detour to traffic.

Submit a plan for each temporary lighting system to the Engineer for review and approval before implementing. Allow at least two weeks for review. Provide temporary electroliers on the far right side of all approaches at signalized intersections. Install luminaires and mast arms on the signal poles when they do not conflict with other overhead utilities. Along roadways, choose one of the following options for the temporary lighting plan

1. When one is included, use the temporary lighting plan detailed in the Plans.

2. On roadways with existing lighting, provide new foundations and install poles and mast arms sized to keep the existing luminaires in their existing positions horizontally and vertically over the roadway. In this case, no lighting design is required.

3. The Contractor shall design a temporary lighting system using the Contractor’s choice of luminaires, including the luminaires of the permanent lighting system. Use a layout pattern, offset, mounting height, and luminaire spacing that provide a light distribution that conforms to AASHTO’s “An Informational Guide for Roadway Lighting” illuminance method of design. Design the system for the roadway’s functional class as specified in the Department’s Annual Traffic Volume Report.


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Furnish and install all materials and miscellaneous hardware required to provide a functional lighting system, including foundations and electrical load centers. All materials shall conform to the requirements of the Plans and Specifications, except branch conductors may be triplex aluminum with messenger cable if they are installed overhead. Install branch conductors in underground electrical conduit when overhead conductor clearances do not conform to the National Electrical Safety Code (NESC). Size the branch conductors to provide the minimum ballast voltage recommended by the manufacturer at the most remote luminaire.

Use any of the following poles.

1. Scheduled existing light poles to be salvaged found within the project limits.2. Poles from the permanent lighting system.3. The following new or used poles that you furnish, provided they maintain a

minimum 9 m difference in elevation between a luminaire and the edge of traveled way beneath it. Provide certification on the merchantability of the used poles.a. ANSI Class 4 wood poles. Install them outside the clear zone during

winter shutdown. To determine the clear zone, see subsection 1130.02 of the Alaska DOT/PF Highway Preconstruction Manual.

b. Steel, aluminum, or fiberglass poles that meet design criteria for 130 kilometer per hour wind speeds according to AASHTO’s “Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals”.

c. Poles included in the temporary signal systems.

Furnish all temporary electroliers, in service at any time from October 1 through May 15 and located within the clear zone, with an approved yielding type base. Approved yielding bases consist of FHWA approved slip bases, transformer bases, or frangible couplings. Install wood poles and all other fixed base poles outside the clear zone or behind guardrail or portable concrete barrier that protects against another hazard.

Install temporary electroliers, in service at any time from May 15 through September and located within the clear zone, with approved yielding bases or with fixed bases shielded by 9 meters of barrier and an FHWA approved end treatment. Provide 0.6 meters of clearance between the barrier and pole. The costs of furnishing the barrier and an end treatment are subsidiary to Item 660(8), Temporary Electrolier. The replacement of fixed base poles that are located within the clear zone and that remain in service after October 1 with yielding base poles will be done at no expense to the State.


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Use any of the following load centers to energize the temporary lighting and signal systems. Provide all work needed to modify load centers to provide functional temporary lighting and signal systems according to the NEC.

1. Permanent load centers installed in their plan location. 2. Existing load centers scheduled to remain intact until completion of the project.

You may relocate and reuse existing load centers only if they are approved.3. Approved temporary load centers with photoelectric controlled lighting circuits.

Provide a temporary load center when you retire an existing load center that is not approved, and when approved load centers are unavailable.

Approved load centers include load centers UL labeled as Service Equipment, or UL labeled as Industrial Control Equipment and marked "Suitable for use as service equipment". Provide approved temporary load centers with photoelectric controlled lighting circuits, when an existing load center is not available for use or is not approved and must be retired due to conflict with the work. Provide all work to modify load centers as required to provide functional temporary lighting and signal systems in accordance with the NEC.

660-2.01 EXCAVATING AND BACKFILLING. In the fourth paragraph, change “Subsection 204-3.01" to “Section 204.”

Add the following after the fourth paragraph: Backfill the first 150 mm lift with material free of rocks exceeding a 25 mm maximum dimension.

660-2.03 FOUNDATIONS.

Delete the Pile Foundations section and substitute the following:

Pile Foundations. Install all foundations for light poles with shaft lengths less than 18 meters according to the following requirements

1. Materials. Furnish pipe piles that feature the diameter and minimum length and wall thickness as shown on the Plans. Furnish piles that conform to ASTM A252, grade 3. The Department will only accept seamless piles or piles with a single longitudinal seam that is electric resistance welded.

Furnish pile cap adapters fabricated by the pole manufacturer.


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2. Construction Requirements. Install the steel pipe piles open ended according to Section 505. Complete all splices and extensions in piles according to Section 505. Attach the pile cap adapter to the pipe pile with a full penetration circumferential weld.

Complete all welding shown on the Plans and as specified herein according to the Structural Welding Code –Steel, AWS D1.1-2000. At least 30 calendar days before the Contractor begins welding, submit a welding plan and mill certification reports for the pipe piles and pile caps to the Engineer for approval. Do not begin welding until the Engineer has returned these items approved in writing. The welding plan shall consist of the following:

i. Welding Procedure Specification (WPS),ii. Procedure Qualification Record (PQR),iii. Welder Performance Qualification Record (WPQR),iv. Visual Inspection Form,v. Report of Nondestructive Examination (NDE) of Welds, andvi. The name of the Contractor’s Quality Control (QC) manager with

documentation of qualifications.

Furnish all Quality Control inspection necessary to ensure the materials meet the requirements of the contract documents and workmanship meets the requirements of AWS D1.1.

a. Visually inspect (VT) the entire length of each weld.b. Inspect all full penetration welds by ultrasonic NDE (UT).

Correct all deficiencies in materials and workmanship revealed by QC and Quality Assurance (QA) inspections according to AWS D1.1 without additional compensation.

Furnish all completed QC inspection documents to the Quality Assurance representative designated by the State.

Install the frangible couplings according to the manufacturer’s written installation instructions.

660-2.04 POLES, STEEL PEDESTALS AND POSTS. Add the following: Furnish back-up calculations stamped by a registered professional engineer.


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Relocate existing standards per the plans in a manner that maintains their existing condition. Replace standards damaged by your operations at your expense. When you relocate galvanized standards with rusted or scarred surface areas, repair these areas according to Subsection 660-2.15, Galvanizing.

Fabricate pile cap adapters from steel piles that conform to ASTM A252 grade 3 and steel plate that conforms to ASTM A709 grade 50. Only use seamless piles or piles with a single longitudinal seam that is electric resistance welded. Attach the anchor plate to the pile section with a complete joint penetration (CJP) weld. Furnish the adapters hot dip galvanized according to ASTM A123, except leave the beveled edge free of zinc. Fabricate the anchor plate to match the base plate of the lighting standard. See the detail sheet in the plans for all dimensional information.

Complete all welding design, fabrication, and inspection according to the latest edition of the AWS D1.1, Structural Welding Code-Steel

1. Circumferential Welded Splicesa. Inspect 100% of CJP welds by ultrasonic testing (UT)

2. Longitudinal Seam Welds a. Inspect 100% of CJP welds by ultrasonic testing (UT)b. Inspect 25% of all PJP welds of longitudinal seams by magnetic particle

testing (MT)

3. Base Connection Weldsa. Inspect 100% of all base connection welds.b. Inspect CJP welds by UTc. Inspect fillet welds by MT

4. At least 14 calendar days before welding, submit the welding plan and mill certification reports for all steel to the Quality Assurance (QA) representative for approval. Do not begin welding until the QA representative has returned these items approved in writing. The welding plan shall consist of the following:

a. Welding Procedure Specification (WPS)b. Procedure Qualification Record (PQR)c. Welder Performance Qualification Record (WPQR)d. Visual Inspection Forme. Report of Nondestructive Examination (NDE) of Welds according to

Annex K, latest edition of AWS D1.1f. NDE personnel qualification records


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g. The Contractor’s Quality Control (QC) manager with documentation of qualifications

5. Furnish all Quality Control inspection necessary to ensure that the materials meet the requirements of the contract documents and that workmanship meets the requirements of AWS D1.1.

6. Correct all deficiencies in materials and workmanship revealed by inspection in accordance with AWS D1.1 without additional compensation.

7. Furnish all completed QC inspection documents to the QA representative as designated by the State.

660-2.05 CONDUIT. Add the following: The Engineer will only allow trenching to install conduits across roadways scheduled to be paved or overlaid. The Engineer will not allow trenching after the final lift of pavement has been laid.

660-2.06 JUNCTION BOXES Delete the second paragraph and substitute the following: With the exception of galvanized steel junction boxes cast in traffic barrier coping, noise barrier columns or installed on the Campbell Creek bridge structure, use only pre cast reinforced concrete junction boxes conforming to the sizes and details shown on the plans. Only use cast iron box lids.

660-2.08 CONDUCTORS. Delete the first paragraph of item 2 “Power Conductors and Cables” and add the following: Use power conductors and cables manufactured according to ICEA publication S-66-524 and NEMA Publication No. WC7, and which are UL listed and labeled for direct burial and resistance to sunlight. Furnish conductors insulated with chemically cross-linked polyethylene UL listed and labeled as type XHHW-2. Furnish cables rated for 600 volts AC operation and which do not contain an integral ground conductor.

Furnish cables consisting of three #8 AWG conductors with conductor insulation colored black, white, and red. Furnish cables with three conductors larger than #8 AWG with conductor insulation colored black, white, and red, or with all black conductor insulation with printed numbers identifying each conductor per ICEA method 4.

Delete subparagraph “d” of item 2. Power Conductors and Cables and add the following: Furnish highway and sign illumination cables with #8AWG conductors with a low density, high molecular weight polyethylene jacket.


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Delete Item 3 and substitute the following:

3. Loop Detectors. Use No. 14 AWG conductors that conform to IMSA Specification 51-5 for inductive loop detectors. Furnish the conductor loosely encased within a polyethylene tube.

Delete Item 4 and substitute the following:

4. Loop Lead-In Cables. Loop lead-in cable is the cable that runs from the loop detector to the loop detector field terminals in the controller cabinet.

At the C Street / Dimond Blvd. Intersection use multiple pair loop lead-in cable that consists of 6 twisted pair, stranded, No. 18 AWG tinned copper wire with polyethylene or polypropylene insulation, covered with an aluminum foil shield, stranded copper drain wire, and an overall PVC or PE jacket. Use cable that is rated for 300 volts and whose colored pairs match those specified in subsection 660-2.09 Wiring, of the Special Provisions.

At all other locations provide Snyder Cable, a third-party certified, shielded 6pr#18 traffic detector loop lead-in cable, constructed as power and control tray cable, with cross-linked polyethylene insulation, a polyvinyl chloride jacket rated for 600 volts, designed for use in underground conduit or as an aerial cable supported by a messenger or for installation in cable trays, and suitable for use in wet or dry locations.

Construct the Snyder Cable in accordance with the following: Conductors – use 18 AWG 16 strand tinned copper per ASTM B-33 Insulation – Insulate the conductors with wet-rated, cross-linked

polyethylene similar to XHHW Twisting & Identification of Pairs – Color code the conductor insulation

per Subsection 660-2.09 Wiring, of these Special Provisions Shielding – Provide each twisted pair with an overall aluminum foil/mylar

shield that provides 100% coverage, and a 20 AWG tinned copper drain wire that is in constant contact with the foil side of the jacket

Jacket – Apply a tight fitting polyvinyl chloride jacket over the conductor assembly. Provide the following markings on the jacket every 0.6 m or less: manufacturer, year of manufacture, TYPE TC, 600V, 6pr#18, sunlight resistant, 90oC Dry 75oC Wet, and name of Approved Independent Testing Laboratory.


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Add the following paragraph:

6. Preemption Cables. The three conductor #20 AWG cable shown in the plans will be used in an optically activated preemption system. Use cable sheathed in a black PVC jacket that includes three #20 AWG insulated conductors, and a #20 AWG wire drain enclosed within an aluminized polyester shield. All conductors shall be stranded, individually tinned copper. The cable shall contain one yellow, one blue, and one orange insulated conductor. Use insulation that is rated for 600-volt operation, suitable for direct bury, installation in a conduit, and direct exposure to the atmosphere. Use Minnesota Mining and Manufacturing 3M #138 Opticom cable or approved equal. Use cable runs that are long enough to reach the end of their respective signal pole mast arms in which they run and have an additional 2.4 meters of cable neatly coiled inside the controller cabinet. Opticom cables must be continuous and unspliced.

660-2.09 WIRING. Delete the first paragraph and add the following: Install signal, Opticom, and confirmation light cables with no splices in them. Install illumination cables without splices, except when adding an electrolier to the midst of a circuit or connecting to an existing circuit. In addition, do not splice conductors within cabinets, poles, signal heads, and luminaires.

Crimp spade type terminals onto all conductors that attach to terminal blocks. When reusing cabinets, replace terminal blocks that lack enough terminals. Make the wiring within cabinets neat, and cable conductors together with self-clinching nylon ties.

Delete the first two sentences of paragraph numbered 7 and add the following: To add an electrolier to a circuit, splice a piece of illumination cable (a tap) into the cable that forms the circuit in the junction box adjacent to the electrolier. Terminate the two current-carrying tap conductors in the line side half of the fused splice connector. Pull the tap back into the junction box to position the fused splice connector in the space between the foundation and the base plate of each pole. When a circuit branches, complete the splice in a junction box at the location shown in the Plans.

Delete the paragraph numbered 9 and Table 660-3 and add the following: When splicing loop detectors to multi-pair loop lead-in cables, complete the work according to the following

1. See the plans for the identifying number assigned to each loop detector and the loops assigned to each loop lead-in cable. Using this information, splice the loop detector tails to the paired conductors found in each lead-in cable, using the following color code:


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Loop Detector Number Colored PairThe lowest numbered loop detector Red and BlackThe second lowest numbered loop detector Blue and BlackThe third lowest numbered loop detector White and BlackThe fourth lowest numbered loop detector Green and BlackThe fifth lowest numbered loop detector Brown and BlackUsually a spare pair Yellow and Black

2. Remove a short section of cable jacket and only cut the shielded pairs dedicated to the loop detectors being spliced. Run these pairs, without splices, to the controller cabinet.

3. Strip the insulation from the ends of the conductors. With the loop and lead-in conductors parallel to one another, twist the bare ends together and then solder them together.

4. Insulate and seal each soldered connection with a mastic-lined, heat shrink tubing end cap.

5. First, crimp and then solder spade terminals to the ends of the shielded pairs in the controller cabinet. The Department will terminate the pairs on the terminal blocks and make all series and parallel connections.

Delete the last three sentences of paragraph numbered 10.

From the first sentence of the paragraph numbered eleven, delete the phrase "and loop lead-in cable splice (single pair or multiple pair)".

Add the following: Encapsulate all loop lead-in cable splices in rigid, transparent, PVC molds filled with re-enterable polyurethane electrical insulating and sealing compound. Furnish splice kits rated for 1000-volt operation and direct burial.

Provide molds that are re-useable and come in four pieces held together with stainless steel hose clamps. Two pieces form a cylinder and two flexible end caps seal the ends and allow the conductor entry. Use molds with dimensions suitable for the splice made, encase the cable jackets, and have fill and vent funnels.

Insert a loose woven polyester web that allows a full 6 mm of insulating compound to flow between the splice and the inside of the mold. Fill the PVC molds with re-enterable polyurethane electrical insulating and sealing compound that cures transparent, is nontoxic, is non-corrosive to copper, and does not support fungi or mold growth.


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Delete paragraph numbered 14. and add the following: Label the cables used in the signal and illumination systems with the following legends:

1. For the cables listed in Table 660-1, use the legends included in the same Table.

2. Use the loop number shown on the plans to label each tail of all loop detectors and the paired loop lead-in conductors in the controller cabinet.

3. For interconnect cables, use the first letter of the direction the cable follows to the adjacent intersection on each cable. Add a number suffix if more than one cable is routed to the adjacent intersection.

Furnish the two types of identification tags listed below that feature hand written legends. Write the legends specified neatly and legibly, using a black marking pen recommended by the tag manufacturer. Replace at no expense to the State all identification tags the Engineer deems illegible.

1. Use identification cable ties for labeling loop detector tails and the paired conductors included in each loop lead-in cable in the controller cabinet. Furnish identification cable ties made of nylon that feature a nonmagnetic stainless steel locking device embedded in the head and a tag attached "flag style" to the head. The cable ties shall consist of a single strap with a minimum size tag of 20 mm by 9 mm.

2. To label all other cables, use cable tags made of nylon reinforced vinyl impervious to the elements and which will not tear. Provide tags with a 100-mm by 44-mm minimum size that attaches flag style at one corner to a single strap. Furnish yellow tags for labeling all signal and interconnect cables and red tags for labeling lighting and feeder cables.

660-2.10 FUSED SPLICE CONNECTORS.

Add the following: Retrofit reused poles with new tap wires, and fused disconnect kits.

660-2.11 BONDING AND GROUNDING. Add the following after the first paragraph: Install a 19 mm by 3.0 m copper clad ground rod under “P” type controller cabinet foundations.

Add the following after the second paragraph:

All hardware, including insulated throat grounding bushings, ground rods, and ground rod clamps shall be UL listed. Furnish threaded type grounding bushings that are made of C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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malleable iron or steel and feature a mechanically or hot dip galvanized finish. Bushings shall also feature an insulated throat, a tin-plated copper saddle for attaching the grounding conductors, and stainless steel set screws.

Where wire is pulled and reinstalled in existing conduits, the bare No. 8 AWG copper wire shall also be installed. Where conduits are installed for future conductors, the above mentioned copper wire may be omitted. (3/30/00)R215M98


660-2.17 CONTRACTOR QUALIFICATIONS FOR PEDESTRIAN LIGHT. ***deleted***

660-3.02 CONTROLLER UNIT. Add the following: Controller unit shall be compatible with the existing computerized traffic control system.

660-3.03 STANDARD AUXILIARY EQUIPMENT. Add the following to Subsection 3. Conflict Monitors, paragraph a.: The illuminated indicators shall not flash, but shall have a steady display.

Add the following to Subsection 3. Conflict Monitors:

d. Provide each conflict monitors with a RS-232 serial port that allows the monitor to download information through an external dial-up multi-port modem or to a personal computer using the Microsoft Windows NT operating system.


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660-3.04 SPECIAL AUXILIARY EQUIPMENT. Add the following:

6. Opticom Priority Control System . Install the 3M Company’s Opticom Priority Control System described below in accordance with 3M’s written installation instructions at each traffic signal listed in the plans. During signal preemption, the controller unit rather than the phase selector or auxiliary logic shall perform all interval timings, signal sequences, and phase skips.

a. Install the quantity of model 711, 721, or 722 Optical Detectors on the traffic signal pole mast arms as shown on the plans. Before installing the Optical Detectors, gain approval of their final lateral location on the mast arms from the Engineer. See the plans for installation details.

b. Install Model 138 Optical detector lead-in cable and a three conductor #14 AWG signal cable between each optical detector and the controller cabinet. Furnish enough slack in these cables for them to extend 0.6 m beyond the end of each signal mast arm and to leave 3.0 m of slack in the controller cabinet. Cables must be continuous and unspliced.

Before attaching the conductors to the optical detector, strip the insulation from the conductors in the Model 138 cable and attach all four conductors to ground in the controller cabinet. Attach the signal cable to the confirmation light. The Municipality of Anchorage’s Signal Maintenance Section will make final terminations of the conductors in the controller cabinet under Item 660(26), Signal System Timing and Adjustments.

c. Furnish each controller assembly with a Model 754 phase selector, a Model 760 card rack, and an Opticom Panel Assembly, U.S. Traffic Corporation part number 103303, which interfaces the card rack to the controller cabinet.

1) Furnish new controller cabinets with these parts installed by the controller assembly manufacturer; and

2) When retrofitting existing controller cabinets, deliver these parts to the Municipality of Anchorage’s Signal Maintenance Section. They will install these parts under Item 660(26), Signal System Timing and Adjustments.

7. Traffic Logging System. Furnish, for installation in each traffic signal controller cabinet, a module that collects, time stamps, stores data in an unattended manner, and conforms to the following:


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a. Operation. The unit shall accept a new operating program, operational parameters, and the date and time stamp from a personal computer, downloaded through an RS-232 cable. The use of replaceable proms to change the operational program is unacceptable. Data collection shall be automatic and not require an operator to reset or start operation.

In the event of a power interruption, data collection shall automatically restart at the proper time. Other than the current sample being collected, the unit shall not lose stored data because of the power interruption. At power-up or at the restoration of power after an outage, the unit shall log the date and time at the start of data collection.

The unit shall maintain the operating program, data storage, and date/time for a minimum of 5 years from when power is removed from the unit. The internal program/data size shall be a minimum of 32,000 bytes.

b. Input Interface. The unit shall have a minimum of 28 inputs. Furnish a Detector Systems TLS-1-C1 interface cable for each controller cabinet to connect the unit to the output of the loop detector units. The Municipality of Anchorage’s Signal Maintenance Section will install the interface cable in the controller cabinets under Item 660(26), Signal System Timing and Adjustments.

c. Output Interface. Furnish all units with an RS-232 serial port that allows a user to download and upload directly between the unit and a personal computer using the Microsoft Windows NT operating system or the external dial-up multi-port modem.

d. Software. Supply Microsoft Windows NT compatible software and user manuals with the unit that provides the operator an interface to the hardware. Furnish menu driven software that allows an operator to:

1) download to initialize the unit with its operating program and data collection parameters,

2) upload information from the unit (both stored data and real-time data) and

3) transfer a data file to a text file.


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The operating program shall provide for month, day, day-of-week, hour, minutes, and second information and allow sampling periods of 5, 15, 30, and 60 minutes.

660-3.05 CONTROLLER CABINET.

1. STANDARD FEATURES

c. Cabinet Wiring. Add the following to (1): Furnish all controller cabinets wired to accommodate five 4-channel inductive loop detectors and two 2-channel inductive loop detectors.

660-3.09 SIGNAL HEADS

Change the subsection titled “Optical Units.” to: Incandescent Optical Units

Add the following subsection at the end of the Incandescent Optical Units subsection:

Light Emitting Diode Modules. (LED)

1. Definition

a. Furnish light emitting diode (LED) signal modules for the indications in all 200 mm and 300 mm traffic signal faces on this project.

b. Light emitting diode (LED) signal modules shall consist of an assembly that utilizes light emitting diodes as the light source in lieu of an incandescent lamp for use in traffic signal sections.

2. General.

a. Furnish LED signal modules in the doorframe of standard traffic signal housing. The lamp socket, reflector, reflector holder and lens used with an incandescent lamp shall not be used in a signal section in which a LED signal module is installed.

b. LED signal modules shall be a sealed unit with two conductors for connecting to power, a printed circuit board, power supply, a lens and gasket, and shall be weather proof after installation and connection. The circuit board and power supply shall be contained inside the module.


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c. Furnish modules with an integral lens that feature a smooth convex outer surface made of ultraviolet stabilized plastic or glass. The lens shall withstand ultraviolet (direct sunlight) exposure for a minimum period of 5 years without exhibiting evidence of deterioration.

d. Use a one-piece EPDM (ethylene propylene rubber) gasket to seal the module in the doorframe.

e. Furnish LED modules that utilize AllnGaP technology and are the ultra bright type rated for 100,000 hours of continuous operation from –40°C to 74°C. AlGaS LEDs will not be allowed.

f. The failure of an individual LED in a string shall only result in the loss of that LED, not the entire string or indication.

g. LED signal modules shall maintain not less than 85 percent of the standard light output values found in the ITE publication ST-008B, "Vehicle Traffic Control Signal Heads" (VTCSH ST-017). LED signal modules shall maintain this light output after 72 months of continuous use in a traffic signal system over the temperature range of -40°C to +74°C.

3. Physical and Mechanical Requirements

a. LED traffic signal modules shall be designed as retrofit replacements for existing optical units of signal lamps and shall not require special tools for installation. LED signal modules shall fit into existing traffic signal section housings built to the VTCSH without modification to the housing.

b. Installation of a LED signal module shall only require the removal of the optical unit components, i.e., lens, lamp module, gaskets, and reflector; shall be weather tight and fit securely in the housing; and shall connect directly to electrical wiring.

LED Signal Module Lens. The LED signal module shall be capable of replacing the optical unit. The lens may be tinted or may use transparent film or materials with similar characteristics to enhance ON/OFF contrasts. The use of tinting or other materials to enhance ON/OFF contrasts shall not affect chromaticity and shall be uniform across the face of the lens.

If a polymeric lens is used, a surface coating or chemical surface treatment shall be used to provide front surface abrasion resistance.


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Environmental Requirements. The LED signal module shall be rated for use in the operating temperature range of -40°C to +74°C.

The LED signal module shall be protected against dust and moisture intrusion per the requirements of NEMA Standard 250-1991 for Type 4 enclosures to protect all internal components.

The LED signal module lens shall be UV stabilized.

Construction. The LED signal module shall be a single, self-contained device, not requiring on-site assembly for installation into existing traffic signal housing. The power supply for the LED signal module shall be integral to the unit.

Module Identification. Each LED signal module shall have the manufacturer's name, trademark, and other necessary identification permanently marked on the back of the module. Each individual LED signal module shall be identified for warranty purposes.

The following operating characteristics shall be identified: rated voltage, power consumption, and volt-ampere.

Each LED signal module shall have prominent and permanent vertical marking(s) for correct indexing and orientation within a signal housing. The markings shall consist of an up arrow, or the word "UP" or "TOP".

4. Photometric Requirements.

a. LED traffic signal modules shall meet at least 85 percent of the minimum VTCSH intensity requirements while operating throughout the operating temperature range of -40°C to +74°C.

b. The minimum initial luminous intensity values for LED traffic signal modules shall be as defined in Section 11.04 of the VTCSH standard at 25°C.

c. The measured chromaticity coordinates of LED signal modules shall conform to the chromaticity requirements of Section 8.04 and Figure 1 of the VTCSH standard.


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5. Electrical

a. LED signal modules shall operate from a 60 Hz ±3 Hz AC line over a voltage ranging from 80 volts to 135 volts. The LED circuitry shall prevent perceptible flicker over the voltage range specified above. The fluctuations of line voltage shall have no visible effect on the luminous intensity of the indications. Rated voltage for all measurements shall be 120 volts. The LED traffic signal lamp unit shall not be capable of functioning at less than 45 volts.

b. All wiring and terminal blocks shall meet the requirements of Section 13.02 of the VTCSH standard. Furnish each signal module with two secured, color coded, 600 V, 20 AWG minimum, jacketed wires, conforming to the National Electric Code, rated for service at +105°C, are to be provided for electrical connection for each LED signal module. Furnish 1 m long conductors fitted with fork type terminal connectors.

c. The signal module on-board circuitry shall include voltage surge protection to withstand high-repetition noise transients as stated in Section 2.1.6 of NEMA Standard TS-2, 1992.

d. LED signal modules shall be operationally compatible with currently used controller assemblies (solid state load switches, flashers, and conflict monitors).

e. LED signal modules and associated on-board circuitry must meet Federal Communications Commission (FCC) Title 47, Subpart B, Section 15 regulations concerning the emission of electronic noise.

f. The LED signal module shall provide a power factor of 0.90 or greater.

g. Total harmonic distortion (current and voltage) induced into an AC power line by a LED signal module shall not exceed 20 percent.

6. Production Testing Requirements

a. To ensure electronic component reliability before shipment, the manufacturer shall energize each new LED signal module for a minimum of 24 hours at operating voltage and at a temperature of 600.


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b. After the burn-in procedure is completed, the manufacture shall test each LED traffic signal lamp unit for rated initial intensity at rated operating voltage.

7. Warranty

Provide the Engineer with all warranty documents before you install the LED modules, including the manufacturer’s toll free telephone number for returning failed LED modules.

a. The manufacturer shall provide a written warranty that covers defects in materials and workmanship for the LED signal modules for a period of 72 months. The warranty period will begin on the date the traffic signal satisfactorily completes the functional test prescribed in section 660-2.14, Field Tests. The warranty period for modules that replace failed modules will begin on the date they are installed.

b. The manufacturer shall replace failed LED modules with new LED modules at no cost to the State or Municipality of Anchorage, including the cost of shipping failed modules. The warranty does not include the cost of removing failed modules from or reinstalling new modules in a traffic signal system. Upon notification a module has failed, the manufacturer shall send, via next day delivery, the State or Municipality of Anchorage prepaid authorization to return the failed module.

c. The manufacturer shall send replacement LED modules within five working days of receiving failed modules. Deliver the replacement modules to the Municipality of Anchorage, Traffic Signal Electronics Shop.

660-3.11 SIGNAL HEAD MOUNTING. Add the following: Remove all burrs from the inside and outside of all holes made to pass conductors through the walls of posts, poles, and mast arms to prevent scraping of the conductors.

Where 5-section vertical signal heads are side mounted on poles, a steel conduit hanger shall be installed on the vertical framework pipe, 150mm down from the upper horizontal framework pipe.

660-3.13 PEDESTRIAN SIGNALS. Delete the first paragraph and replace it with the following Provide pedestrian signals with the international “HAND/WALKING


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PERSON” symbols. Furnish light emitting diode (LED) type pedestrian signal modules as specified in subsection 660-3.13A. New pedestrian signals shall consist of Pedestrian LED Signal Modules installed in new housings and hardware.

Delete numbered subparagraphs 3. through 9.


660-3.13a PEDESTRIAN LIGHT EMITTING DIODE (LED) TRAFFIC SIGNAL MODULES.

1. General

Furnish pedestrian LED traffic signal modules designed to replace neon type message modules found in 470 mm x 475 mm pedestrian traffic signal housing built to the PTCSI Standard. Supply LED modules that display the “HAND” and “WALKING PERSON” symbols that comply with ITE Pedestrian Traffic Control Signal Indications (PTCSI) standard for these symbols. Furnish LED modules that maintenance personnel can remove from the housing without damaging the module.

2. Installation

a. Furnish LED pedestrian signal modules designed as retrofit replacements for the existing pedestrian signals (ICC 4090 and/or 4094).

b. LED pedestrian signal modules shall not require special tools for installation.

c. LED pedestrian signal modules shall fit into the existing traffic housings built to the PTCSI standard without any modification to the housing.

d. Furnish LED pedestrian signal modules that fit securely in the housing and connect directly to existing electrical wiring, and form a weather-tight seal.

e. Retrofitting an existing pedestrian signal shall only require removal of the existing neon message, gaskets, and power supply and installation of the new LED module.

f. Each retrofit shall include all necessary components to complete conversion including a one-piece gasket.


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g. Each pedestrian module shall have a sticker attached stating compliance to the ITE Standard for color.

3. LED Pedestrian Signal Lens

a. The lens of the LED pedestrian signal modules shall be field replaceable.

b. The lens of the LED pedestrian signal modules shall be polycarbonate UV stabilized and a minimum of 6 mm thick.

c. The exterior of the lens of the LED pedestrian signal module shall be smooth and frosted to prevent sun phantom.

4. LED Pedestrian Signal Module Construction

a. Furnish one piece, self-contained, LED pedestrian signal modules that require on-site assembly for installation into the existing pedestrian signal housing.

b. All Portland Orange LEDs shall be “AllnGaP” technology or equal, rated for 100,000 hours or more at +25C and 20 mA. The Department will not accept LEDs that use “AllnGaS” technology.

c. The manufacturer shall identify each individual LED pedestrian module for warranty purposes with the manufacturer’s trade name, serial number and operating characteristics, i.e., rated voltage, power consumption, and volt-ampere.

5. Environmental Requirements

a. Furnish LED pedestrian signal modules that operate in the ambient operating temperature range of -40C to +60C.

b. The LED pedestrian signal modules, when properly installed with gasket, shall be protected against dust and moisture intrusion per requirements of NEMA Standard 250-1991, sections 4.7.2.1 and 4.7.3.2., for type 4 enclosures to protect all internal LED, electronic, and electrical components.


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6. Luminous Intensity

a. Furnish LED pedestrian signal modules that, when operated over the specified ambient temperature and voltage range, pedestrians can read both day and night at all distances from 3 m to the full width of the area they cross.

b. The luminous intensity of the LED pedestrian signal module shall not vary more than 10% for voltage range of 80 VAC to 135 VAC.

7. Chromacity

The measured chromaticity coordinates of the LED signal modules shall conform to the chromaticity requirements of Section 5.3 and Figure C of PTCSI standard.

8. Electrical

a. Furnish each LED pedestrian signal module with secured, color coded, 600V, 20 AWG minimum, jacketed wires, conforms to the National Electrical Code, rated for service at +105C. Furnish 1 m long conductors fitted with fork type terminal connectors.

b. The LED pedestrian signal module shall operate from a 60 3Hz AC line over a voltage range of 80 VAC to 135 VAC. Rated voltage for all measurements shall be 120 3 volts rms.

c. The LED circuitry shall prevent perceptible flicker over the voltage range specified above.

d. The LED pedestrian signal module circuitry shall include voltage surge protection against high-repetition noise transients as stated in Section 2.1.6, NEMA Standard TS-2, 1992.

e. Catastrophic failure of one LED light source shall not result in the loss of more than the light from that one LED.

f. The LED pedestrian module shall be operationally compatible with the currently used controller assemblies. The LED pedestrian module shall be operationally compatible with conflict monitors.


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g. The LED pedestrian module including its circuitry must meet Federal Communications Commission (FCC) Title 47, Subpart B, Section 15 regulations concerning the emission of noise.

h. The LED pedestrian module shall provide a power factor of .90 or greater over the operating voltage range and temperature range specified above for modules with 6 watts or more.

i. Total harmonic distortion (current and voltage) induced into an AC power line by an LED pedestrian module shall not exceed 20% over the operating voltage range and temperature range specified above.

9. Production Testing Requirements

a. Energize each new LED traffic signal lamp unit for a minimum of 24 hours at operating voltage and at a temperature of 600 C in order to ensure electronic component reliability prior to shipment.

b. After the burn-in procedure is completed, the manufacturer shall test each LED traffic signal lamp unit for rated initial intensity at rated operating voltage.

10. Warranty

Provide the Engineer with all warranty documents before installing the LED modules, including the manufacturer’s toll free telephone number for returning failed LED modules.

a. The manufacturer shall provide a written warranty that covers defects in

materials and workmanship for the LED signal modules for a period of 72 months. The warranty period will begin on the date the traffic signal satisfactorily completes the functional test prescribed in section 660-2.14, Field Tests. The warranty period for modules that replace failed modules will begin on the date they are installed.

b. The manufacturer shall replace failed LED modules with new LED modules at no cost to the State or Municipality of Anchorage, including the cost of shipping failed modules. The warranty does not include the cost of removing failed modules from or reinstalling new modules in a traffic signal system. Upon notification a module has failed, the manufacturer shall send, via next day delivery, the State or Municipality of Anchorage prepaid authorization to return the failed module.


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c. The manufacturer shall send replacement LED modules within five working days of receiving failed modules. Deliver the replacement modules to the Municipality of Anchorage, Traffic Signal Electronics Shop.

660-3.16 LUMINAIRES. Add the following: Furnish high-pressure sodium lamps with a rated life of 24,000 hours based on 10 hours per start.

The luminaire manufacturer shall furnish light fixtures free of substances (such as paint) that affect luminaire photometric performance.

Furnish luminaires with a wire way that meets National Electrical Code requirements to install three #10 AWG conductors with type XHHW insulation from the pole to a terminal block located in the luminaire.

Furnish luminaires that provide the uniformity specified (or better) in the arrangements listed on the plans. Use a lighting program that calculates illumination levels according to the American National Standard Practice for Roadway Lighting, A.N.S.I./I.E.S RP-8, dated 1983. Furnish the Engineer with the manufacturer’s current electronic photometric data in Illuminating Engineering Society (I.E.S.) format to verify illumination levels and uniformity ratios. If electronic data is unavailable, derive the illumination level at the dimmest point by straight-line interpolation between the isolux lines on the manufacturer’s current published photometric data charts. To calculate the uniformity ratio, divide the average illumination level by the illumination at the dimmest point.

Luminaire Type Definitions:

MC-3: Mastarm Mounted Medium Cutoff, Type 3 as defined by the Illuminating Engineering Society (I.E.S.).

MS-3: Mast-arm Mounted Semi Cutoff, Type 3 as defined by the Illuminating Engineering Society (I.E.S.).

Offset: Pole top mounted luminaires designed to be offset between 6 and 15 meters from the edge of traveled way and angled between 30 and 50 degrees from the horizontal.

LN-3: Offset luminaire having a Long Non-cutoff, Type 3 light distribution as defined by the Illuminating Engineering Society (I.E.S.).


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660-3.21 SALVAGING OR REUSING ELECTRICAL EQUIPMENT. Add the following: Deliver signal heads, signal poles, LED modules, pedestrian button assemblies, controller assemblies, and junction box lids to the Municipality of Anchorage, Signal Electronics Shop. Allow maintenance personnel to select the equipment they would like to salvage, and dispose of all remaining equipment. Any LED module damaged during the salvaging and delivery process shall be replaced at the Contractor’s expense. Contact Bill Snyder, foreman, at 343-8355); provide one-week notice of the intent to deliver salvaged materials.

Deliver all salvaged signal and luminaire poles, mast arms, connecting hardware, luminaires, and load centers to the State of Alaska, Highway Maintenance Yard located in Anchorage, on Tudor Road (269-5639). Allow maintenance personnel to select the equipment they would like to salvage, and dispose of all remaining equipment. Contact the State Maintenance District Superintendent; provide one-week notice of your intent to deliver salvaged materials.

The following existing items not being reused shall become the property of the Contractor and be disposed of as indicated:

1. Junction boxes (not including lids), conductors, and load center and controller assembly foundations.

2. All unused abandoned conduits shall be removed.

3. Traffic signal pole foundations and electrolier foundations may be abandoned in place, provided the tops of the foundations, reinforcing steel, anchor bolts, and conduits are removed to a depth of not less than 0.3 meters below roadway subgrade, pathway, or unimproved ground, whichever applies.

4. Existing conductors for vehicle detectors that are encountered while installing new detectors shall be removed.

Items that are to be removed shall be removed from the highway right of way.

To complete Item 660(34), Salvage Signal System Complete, the Contractor shall salvage: the existing traffic signal system, the existing load center, and the temporary signal system used during completion of the project. As-built plans of the existing signal system and load center are available for review.

To complete Item 660(32), Salvage Existing Electrolier, the Contractor shall salvage: the existing luminaires, poles, mast arms, slip bases, junction box lids, and the temporary lighting system used during completion of the project.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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660-3.22 UNDERPASS LIGHTING SYSTEM. Delete this subsection in its entirety and replace with the following: Use underpass luminaires that have vandal-resistant free swinging pendent-mounted sofitt fixtures installed from a galvanized welded steel enclosure as detailed on the Plans. The lamp shall be a mogul based 100 watt, clear, vertical mount, and high-pressure sodium type. The lamp shall provide a minimum of 9,500 initial lumens with a rated life of 24,000+ hours based on a minimum burn period of 3 hours.

Provide illumination of the pathway pavement and pedestrian openings under the bridge structure 24 hours a day.

Mount the ballast within the body of the fixture with a constant wattageautoregulator CWA type conforming to ANSI/NEMA C78.1355 operatingcharacteristics. See Plans for input voltage.

The lens shall be extra thick, injection molded, vandal and heat resistantpolycarbonate type, with internal spectral aluminum reflector that willprovide the illuminance and uniformity specified.

The optical assembly shall be hinged and latched for lamp access, and have a gasketed cover and 2 chains to prevent dropping. The lens shall be secured with tamperproof screws. Fixture shall be UL listed for wet, damp, and dry locations. The housing shall be aluminum.

Mount the fixture as detailed on the drawings.

Submit the manufacture’ s fixture specifications, photometric data in an IES format on a 3.5” computer disk, and a computer-generated lighting layout for approval prior to ordering. The computer-generated layout shall calculate by the point-to-point method the light level on the walkway surface through the underpass with no wall, ceiling, or walkway reflectances. The calculated average maintained illuminance level on the walking surface shall not be worse than 57 lux and the calculated average-to-minimum uniformity ratio shall not be worse than 3:1, based on a 0.7 maintenance factor. Center the calculation area on the light fixtures and base it on the width of the walkway and the length of the walkway under the bridge deck plus 1.5 meters beyond the bridge structure.

The luminaire shall be Kim Lighting model # PGL1HP-100HPS240-L-PB2-TS-DF. The Contractor may substitute fixtures having similar construction, electrical, and light distribution characteristics, if approved. C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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660-3.23 SIGNAL SYSTEM TIMING AND ADJUSTMENTS. Add the following subsection: The Engineer will use signal maintenance personnel from the Municipality of Anchorage traffic to perform the following functions.

1. Laboratory Inspection and Tests . Ship the traffic controller cabinet(s) and equipment to the Municipality of Anchorage Traffic Signal Maintenance lab at 3550 E. Tudor Road, Building C. The Municipality will inspect cabinet wiring, burn in signal equipment, and customize cabinets(s) for desired operation and test in accordance with Subsection 660-3.07 Shop Tests.

2. Field Tests and Adjustments. Within the Municipality of Anchorage, Municipal signal maintenance personnel will complete the following work.

a. Loop Detector Wiring . Maintenance personnel will test and terminate the paired conductors in the loop lead-in cables. The Contractor shall prepare the loop lead-in cables for tie-down, including labeling all paired conductors, stripping insulation and fitting conductor ends with termination connectors.

b. Control Cable Wiring . When an actively operating signal system is being modified, maintenance personnel from the Municipality of Anchorage will terminate all control cables within the traffic signal controller cabinet. The Contractor shall prepare the cables for termination including all paired conductors, stripping insulation and fitting conductor ends with termination connectors.

c. Timing Adjustments . During the project, maintenance personnel from the Municipality of Anchorage may be required to adjust the system and intersection operational timing to accommodate project conditions.

d. Interconnect Wiring . Maintenance personnel from the Municipality of Anchorage will splice, test and perform tie-down on all interconnect wiring.

e. Opticom Priority Control Wiring . Maintenance personnel will test and perform tie-down on all Opticom priority control wiring at the Opticom Panel Assembly. The Contractor shall prepare the cables for termination, including labeling all cable, stripping insulation and fitting conductor ends with termination connectors.


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660-3.24 NOISE BARRIER LIGHTING SYSTEM. Use wall mounted luminaires consisting of a one piece die cast aluminum body, an ANSI/IES medium cut-off type 3 refractor mounted in a door frame, an aluminum reflector with a spectral anodized finish, an integral ballast and a lamp socket. A molded silicone gasket shall be provided between the refractor and the body of the fixture. Each luminaire shall be provided with a mounting arm, stainless steel connecting bolts, anchor bolts as shown on the plans.

The lens shall be semi-recessed, extra thick, injection molded, vandal and heat resistantpolycarbonate type, with internal spectral aluminum reflector that will provide the illuminance and uniformity specified.

Cast aluminum bodies, which are to be mounted against concrete, shall be given a thick application of alkali-resistant bituminous paint on all surfaces to be in contact with concrete.

The hoods shall be heavy gage spun aluminum with hemmed edges for rigidity.

The lamp shall be a mogul based 70 watt, clear, horizontal mount, and high-pressure sodium type. The lamp shall provide a minimum of 6,400 initial lumens with a rated life of 24,000+ hours based on a minimum burn period of 3 hours.

Mount the ballast on a pre-wired tray with a quick disconnect plug within the body of the fixture with a constant wattage autoregulator CWA type conforming to ANSI/NEMA C78.1355 operating characteristics or magnteic regulator ballasts. See Plans for input voltage.

The lens frame and side housing shall be hinged to the hood ring and opened with captive fasteners for relamping. Fixture shall be UL listed for outdoor and wet locations.

Mount the fixture as detailed on the drawings.

Submit the manufacture’ s fixture specifications, photometric data in an IES format on a 3.5” computer disk, and a computer-generated lighting layout for approval prior to ordering. The computer-generated layout shall calculate by the point-to-point method the light level on the walkway surface along the wall, with no wall reflectances. The calculated average maintained illuminance level on the walking surface shall not be worse than 21 lux and the calculated average-to-minimum uniformity ratio shall not be worse than 3:1, based on a 0.7 maintenance factor. Center the calculation area on the width of the walkway and for the entire length of the noise barrier.

The luminaire shall be Architectural Area Lighting model #UCM-VSL-BEL-H3-70HPS-WMA 12. The exterior of the luminaire housing shall be powder coated with a forest C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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green color and match the noise barrier panel frame and the painted column reveals as shown on the plans. The Contractor may substitute fixtures having similar construction, electrical, and light distribution characteristics, if approved.

660-3.25 PEDESTRIAN LIGHT. Add the following: Fixture for the Pedestrian light, Item 660(28) shall be a UL approved roadway lighting fixture, 100 W Metal halide, Type 4 horizontal distribution, 277 volts, mast arm mounting. Contractor shall provide encasement, finishes, appurtenances and structure shown.

660-4.01 METHOD OF MEASUREMENT. Add the following:

Item 660(8), Temporary Illumination. By each electrolier furnished, installed and maintained as shown on the plans or as directed by the Engineer.

Item 660(11A), Temporary Detector Loop. By each Temporary Detector Loop furnished, installed and maintained as directed by the Engineer.

Delete and replace with the following: Traffic Loops shall be measured as a complete unit, furnished and installed and includes all necessary labor, materials, equipment, tools and incidentals. All components integral only to the detection loop (including home run loop wires or loop tail, trench, and conduit to the nearest J-box) shall be subsidiary to Item 660(11) Traffic Loop for loops in the final configuration.


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***deleted***

Item 660(32), Salvage Existing Electrolier. By each electrolier salvaged as directed by the Engineer.

Salvage traffic signal system will include removing all signal poles, signal pole mast arms, combination signal / luminaire poles, luminaire mast arms, signal heads, pedestrian signals and pushbuttons, controller cabinet, junction boxes, signal pole foundations, controller foundation, conduit, conductors, and all other equipment associated with the traffic signal system.

New or modified interconnect cable within an intersection (within the signal’s conduit runs) and removal of existing conduit, cables, and junction boxes being replaced by the new system will be subsidiary to the signal interconnect. Existing interconnect items that have been salvaged and replaced by the new system shall become the Contractors property.

***deleted***

660-5.01 BASIS OF PAYMENT. Add the following: The lump sum prices paid for the items included in the Contract includes full compensation for all work involved in furnishing and installing, assembling, modifying, and removing the components of the systems shown on the plans. This includes: completing all excavation to install foundations, conduits, and junction boxes, backfilling and compacting trenches, removing and replacing improvements, installing sumps under junction boxes, and pulling conductors.

The lump sum prices paid also include full compensation for all work specified in the Standard Specifications and Special Provisions. This includes: getting all materials approved; preparing as-built plans, maintaining the electrical systems, adjusting junction boxes to grade, making all splices, labeling all conductors, completing all tests, and delivering salvaged electrical equipment.

Add the following: Payment for Item 660(8) Temporary Illumination, shall include all labor, equipment and materials necessary to furnish, install, and maintain a functional electrolier at the locations shown on the plans, or as directed by the Engineer. This shall include, but not be limited to, furnishing and installing poles, mast arms, lamps, luminaires, ballasts, conductors and load centers.

Payment for Item 660(11A), the Engineer will pay Temporary Detector Loop on a contingent sum basis at the rate of $700/each. The Engineer does not require a change order/directive for the Temporary Detector Loop pay item.C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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Payment for Item 660(18), Traffic Signal System Modifications, the lump sum payment will include all labor, materials, tools, equipment and incidentals necessary to modify the traffic signal system. The work will consist of removing and installing signal poles, signal pole mast arms, luminaire mast arms, luminaires, junction boxes, conduit, conductors, removing or obliterating signal pole foundations, shoring signal poles and electroliers, and all other work necessary to modify the traffic signal system.

Payment for Item 660(26), Signal System Timing and Adjustments, will be made based on paid receipts plus 15 percent for authorized work performed by the Municipality of Anchorage. A directive will not be required to initiate payment for work performed under Item 660(26). Bear all costs of the Municipality re-testing equipment that fails to comply with the Plans and Specifications.

***deleted***

Payment for Item 660(34), Salvage Signal System Complete, the lump sum payment will include all labor, tools, equipment, and incidentals necessary to remove or salvage the traffic signal system. This work will consist of removing or salvaging signal poles, signal mast arms, combination signal/luminaire poles, luminaire mast arms, signal heads, luminaires, pushbuttons, controller assemblies, load centers, junction boxes, controller foundation, conduits, conductors, removing or obliterating signal pole foundations, shoring signal poles, and all other work necessary to salvage the traffic signal system.

The unit price paid for each temporary electrolier includes full compensation for all work involved in getting your plan and materials approved, and moving, furnishing, assembling, installing, and making each temporary electrolier operational. The price also includes full compensation for installing a foundation, removing and replacing improvements, installing conductors, maintaining the electrical system, installing temporary electrical load centers when load centers are unavailable for use, and removing the temporary electrolier and its foundation when it is no longer needed.


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660(1A) Traffic Signal System Complete at Lump SumFoxridge Way

660(1B) Traffic Signal System Complete at Lump SumRaspberry Road

660(1C) Traffic Signal System Complete at Lump Sum64th Avenue

660(7A) Temporary Signal System Complete at Lump SumDimond Boulevard

660(7B) Temporary Signal System Complete at Lump SumFoxridge Way

660(7C) Temporary Signal System Complete at Lump SumRaspberry Road

660(7D) Temporary Signal System Complete at Lump Sum64th Avenue

660(8) Temporary Electrolier Each

660(11A) Temporary Detector Loop Contingent Sum

660(14) Salvage Existing Electrolier Each

660(18) Traffic Signal System Modifications Complete at Lump SumDimond Boulevard

660(26) Signal System Timing and Adjustments Contingent Sum

***deleted***

660(34A) Salvage Existing Signal System EachComplete at Foxridge Way


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660(34B) Salvage Signal System Complete at Lump SumRaspberry Road

660(35) Noise Barrier Lighting System Complete Lump Sum (7/13/01)


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SECTION 662

SIGNAL INTERCONNECT

Special Provisions

662-1.01 DESCRIPTION. This item consists of all work and materials required to construct a signal interconnect in conduit between the controller assemblies shown on the plans along the route indicated, or on a route as directed by the Engineer.

The signal interconnect consists of the following:

a. cableb. conduitc. junction boxesd. interconnect termination cabinete. ground wire and bushings

662-1.02 REGULATIONS AND CODE. Complete all work in accordance with these specifications and Section 660, Signals and Lighting.

662-2.01 MATERIALS. Submit all materials for review and approval per the requirements of subsection 660-1.03, Equipment List and Drawings.

Furnish #19 with the number of pairs specified in the plans for the interconnect cable. Interconnect cable must conform to REA Specification PE-39. Install the interconnect cable in galvanized rigid conduit. See plans for conduit size.

Where required, furnish waterproof reenterable type splice kits of the same type used for loop lead-in cable splices. REA Bulletin 344-2 entitled "Lists of Materials Acceptable for use on Telephone Systems of REA Borrowers" provides a list of acceptable splice materials.

662-2.03 JUNCTION BOX. Furnish pre-cast, reinforced concrete junction boxes conforming to the sizes and details shown on the Plans. Install junction box lids made of cast iron.

662-3.01 CONSTRUCTION REQUIREMENTS. Unless the conductors are being pulled keep all junction boxes and ends of conduit covered.


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Install junction boxes at all abrupt changes in conduit alignment and on 90-meter maximum centers. Angle points and curves with delta angles greater than 45 degrees constitute an abrupt change. Junction boxes shall be Type II.

Where splices are required, the MOA Signal shop will make the splices. Interconnect cable splices will be made in Type II or III junction boxes. Splices in the interconnect cable must be kept to an absolute minimum, and get the splice locations approved by the MOA beforehand.

Furnish the controller cabinets with terminal blocks for the interconnect cable.

Where required, furnish and install the termination cabinet with terminal blocks for multiple interconnect cables.

662-3.02 EXCAVATING AND BACKFILLING. Backfill the excavations according to Section 204.

The Engineer will not allow ripping or plowing for installation of conduit. Backfill around the polyethylene conduit with a 150 mm lift of material free of rocks exceeding a 25 mm maximum dimension.

662-4.01 METHOD OF MEASUREMENT. The Engineer will measure signal interconnect by the meter of new conduit installed, from the center of junction box to center of the next junction box, following the slopes of the existing ground.

662-5.01 BASIS OF PAYMENT. The contract unit price paid per meter for signal interconnect constitutes full compensation for furnishing all work required to complete the work specified. Terminal blocks for the interconnect cable shall be paid under Item 660(1) Traffic Signal System Complete.



662(1) Signal Interconnect Meter

(7/13/01)


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SECTION 669

AUTOMATED TRAFFIC RECORDERS

Special Provisions

669-1.01 DESCRIPTION. This work shall consist of furnishing and installing four automated traffic recorder stations.

An Automated Traffic Recorder (ATR) station is a vehicle detection system and may contain a traffic volume counter, an Automated Vehicle Classifier (AVC), a Weigh-In-Motion (WIM) system and/or other equipment. ATRs are operated and maintained by personnel of the Highway Data Section (HDS); main office located at 2200 E. 42nd Ave., phone (907) 269-0876.

The simplest form of ATR is an Intermittent Volume Recorder (IVR), which consists of inductive loop sensors buried beneath the pavement in each traffic lane, with lead wires run to a type CBA1 cabinet at the side of the road. A portable, battery-operated traffic counter connected to the inductive loop wires collects traffic volume information. The traffic counter detects passage of vehicles and stores the data for later retrieval.

The locations of traffic detection sensors and cabinets, shown on the plans are approximate and the Engineer shall establish the exact locations in the field after consultation with the DOT/PF Highway Data Section.

A general description of the Automated Traffic Recorders on the project is as follows:

H1: C Street Station 3+670, 25 m right offset, A four loop, one loop per lane, configuration, IVR, CBA1 cabinet, without electrical or telephone service.





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669-1.02 REGULATIONS AND CODE. All materials and workmanship shall conform to the standards of the Underwriter's Laboratories, Inc. and the National Electrical Safety Code and local safety code requirements, where applicable.

All electrical equipment shall conform to the standards of the National Electrical Manufacturer's Association, where applicable.

669-2.01 MATERIALS. All materials provided shall be new, unless otherwise stated, and shall meet the following requirements:

1. Wiring. All wiring shall be in accordance with subsection 660-2.09, Wiring. All single wire conductors and cables shall have clear, distinctive and permanent markings on the outer surface throughout the entire length giving the manufacturer's name or trademark, the insulation type-letter designation, the conductor size, voltage rating and the number of conductors if a cable. All wires and cables must be home run labeled in each junction box and cabinet; for example, W1SLA (for wire) and GaSLA (for cable) as shown on the plans.

2. Conduit. All conduit shall be in accordance with subsection 660-2.05, Conduit. All conduit, except for PVC conduit forming the inductive loops, shall be galvanized rigid metal. All grounding bushings shall be plastic-sleeved to minimize the potential for insulation damage during wire pulls.

2. Junction Boxes . All junction boxes shall be in accordance with subsection 660-2.06, Junction Boxes. The covers of all junction boxes used for loops or sensor wires shall be labeled 'TRAFFIC'. Junction boxes for 120V/240V electrical service shall be kept completely separate from junction boxes containing loop or sensor wiring. The covers of all junction boxes used to provide electrical service to ATR installations shall be labeled 'ELECTRIC’.

3. Terminal Blocks . All terminal blocks shall have nickel, silver or cadmium plated brass binder-head screw terminals. Terminal blocks shall be a barrier type, rated 600 VAC at 20 Amps, sized for 12-18 AWG wire with removable shorting bars in each position and with integral type marking strips.

4. Inductive Loops . All inductive loops shall be in accordance with subsection 660-2.08, Conductors. Conductors used for detector inductive loops shall be UL listed as IMSA specification #51-5-1984 single conductor PVC nylon with tube jacket, type THHN, #14 AWG.


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Multiple pair loop lead-in cable shall consist of twisted pairs of 18AWG stranded tinned copper wire. Each twisted pair shall have its own 20AWG tinned copper drain wire. An aluminum foil shield shall surround each individual bundle of twisted pair and drain wire. Multiple pair loop lead-in cable shall have an overall PVC or PE outer jacket.

6. Style CBA1 Cabinets. All cabinets shall meet or exceed a NEMA 3R rating. All cabinets shall be third party certified as an assembly. Style CBA1 cabinets shall meet the following requirements:

Cabinet Construction. The cabinet shall be sized as shown on the plans. The cabinet and hinged door shall be constructed from sheet aluminum alloy, and shall be unpainted with a smooth exterior finish. All welds shall be neatly formed and free of irregularities. All inside and outside edges of the cabinet shall be free of burrs. Cabinet shall be provided with aluminum mounting plate as shown on the plans.

7. Pavement. Pavement materials shall meet the following requirements:

Asphalt Pavement. Materials used for asphalt pavement shall conform to Section 401, Asphalt Concrete Pavement for Asphalt Concrete, Type I and shall be approved by the Engineer.

8. Traffic Volume Counters. The Contractor shall supply and install traffic volume counting equipment at Assembly H1. The equipment shall have the capability of counting traffic in all lanes. The traffic volume counter shall be a PEEK brand unit available from:

PEEK Traffic Inc.1500 N. Washington BlvdSarasota, FL 34236PH. (800) 245-7660Fax (941) 365-0837

Each traffic volume counter shall include:a. ADR model 1000b. Built-in solar panelc. motherboard optiond. 8 loop count capacitye. PCMCIA memory slot f. Rechargeable battery


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g. Battery chargerh. PC laptop communications cablei. Loop detector cablesj. User manual


1. Wiring . All wiring shall be installed in accordance with subsection 660-2.09, Wiring. All conductors, including unused spares, shall terminate and be soldered to "spade" type terminal lugs.

a. All unused pairs shall be properly terminated. At junction boxes, unused pairs shall be terminated within splices and labeled. At cabinets, unused pairs shall be terminated to a terminal block and labeled.

b. All wiring shall have at least 0.6 meters of slack cable in each junction box and at least 1.8 meters of slack cable available in the equipment cabinet prior to the terminal block.

c. All wiring shall be labeled in all junction boxes.

2. Conduit . Install conduit in accordance with subsection 660-2.05, Conduit, or as indicated on the plans. Nylon pull cords shall be left in all conduits larger than 25 mm and in all spare conduits. Drain holes shall be placed at the low points of all conduits. Plastic or plastic-sleeved bushings shall be in place before wire pulls are performed.

3. Junction Boxes . All junction boxes shall be installed in accordance with subsection 660-2.06, Junction Boxes, or as indicated on the plans. Junction boxes used for ATR installations shall not contain any wiring of systems at or greater than 24 V or conduits carrying wiring of systems at or greater than 24 V.

4. Terminal Blocks . Terminal blocks within cabinets shall be mounted so that all terminals are easily accessible from the front of the cabinet. All terminal blocks and wire pairs shall be clearly labeled on the block. All conductors, including unused spares, shall terminate and be soldered to "spade" type terminal lugs


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5. Inductive Loops .

a. All inductive loops shall be installed and constructed in accordance with subsection 660-3.08, Installation Details, unless otherwise specified on the plans.

b. The plans are not schematics; installation of the inductive loops shall closely conform to the location and layout of conduit runs shown in the plans. Inductive detector loops shall be centered in the traffic lane plus-or-minus 25mm (± 25mm) tolerance. All lead-in conduits from edge of pavement to the inductive loops shall be straight and perpendicular to the centerline of the road.

c. Loop Dimensions . Unless otherwise noted, inductive loops shall be formed of four turns of wire, and shall be 1.83 m square with plus-or-minus 25mm (± 25mm) tolerance.

d. Loop Dimensions for On-Ramps and Off-Ramps . Inductive loops in On-Ramps and Off-Ramps shall be formed of four turns of wire, and shall be rectangular 2.5 m wide and 2.0 m long with plus-or-minus 25mm (± 25mm) tolerance.

e. Loops in Asphalt .

1) Unless otherwise noted on the plans, all inductive loops in a lane shall be located 4.88m from leading edge to leading edge with plus-or-minus 25mm (± 25mm) tolerance. All inductive loops located in adjacent lanes shall be aligned within plus-or-minus 25mm (± 25mm) tolerance.

2) Loops In Existing Asphalt. All inductive loops installed through existing asphalt pavement shall be installed using full-lane-width cuts a minimum of 2.43m in length. Inductive loops shall be centered in the 2.43m cut and spaced a minimum distance of 0.3 m from the edge of the cut. All edges of the cuts shall be heated and tack-coated during patching to ensure full adhesion. All full-width patches shall be rolled sufficiently to ensure compaction equal or better than the existing asphalt, and to prevent edge ridges or settling of the patch from 'telegraphing' through the final lift asphalt.


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Compaction tests shall be required at the discretion of the Project Engineer.

3) Loops In New Asphalt. All loops installed in new asphalt paving shall be installed immediately prior to final paving of the particular section of road. Installation of loops after final lift paving shall not be permitted.

6. Cabinets .

a. All Cabinets shall be installed out of the clear zone and with the doors facing away from the road.

b. All conduits entries for any above-ground enclosure shall be made through the bottom of the enclosure. No conduit runs shall be cut through the sides or top of any above-ground enclosure.

c. The Style CBA1 control cabinets shall be installed per subsection 660-3.08, Installation Details.

d. The Style CBA1 cabinets shall be mounted on a 63mm perforated steel tube and supported with a sleeved concrete foundation as shown on the plans.

7. Asphalt Pavement Roughness : There shall be no transverse seams, joints or roughness within 15.24 m of any inductive loops placed in asphalt pavement section. The finished surface of the asphalt shall be tested with a straightedge 3 m long. The surface shall not vary more than 6 mm from the lower edge of the straightedge within 15.24 m of all sensors at the ATR installations. At the discretion of the Highway Data Manager, a profilograph equipped with a chart recorder shall be run along each wheelpath of each lane. The profilograph will be supplied by the Highway Data Section and shall be operated by Contractor personnel. Each profilogram shall extend 15.24 m beyond either end of the ATR installation. The asphalt surface as recorded by the chart recorder shall not vary more than 6 mm in 3 m of distance.


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8. Field Inspection. Before installation of conduit, wiring, inductive loops or cabinets, the Contractor shall notify the Highway Data Section (HDS). Notification shall be given in writing, through the Project Engineer, a minimum of 3 working days prior to installation (excluding Saturday, Sunday and State or Federal Holidays). A representative of the HDS shall be present to approve the installation prior to final burial or encasement. Any unacceptable installations shall be corrected and re-inspected for completeness prior to burial or encasement. Any burial or encasement without approval by the Engineer shall be uncovered, removed, and/or replaced at the Contractor's expense. Any expense or delay in the project scheduling will be the responsibility of the Contractor.

669-3.02 ACCEPTANCE TESTING. The Contractor shall perform acceptance testing on all ATR installations.

General Tests. All ATR installations shall have tests conducted in accordance with subsection 660-3.08, Installation Details.

669-3.05 DELIVERABLES. All deliverables shall be submitted to the Highway Data Section prior to final approval of the work or as otherwise called for herein.

1. Materials Submittal .

a. The Contractor shall provide a Materials Submittal of proposed equipment and materials for the ATR installations. The Materials Submittal shall consist of three collated copies of an equipment and materials portfolio. Each identical portfolio shall contain information of sufficient detail to determine the suitability of the equipment and materials proposed.

b. Each portfolio shall include a table of contents listing each item's intended uses, item description, product name, manufacturer, model or part number and reference to associated information within the portfolio.

c. The Materials Submittal shall include a detailed shop drawing of each equipment cabinet showing the location of all mounted components.

d. The Materials Submittal shall be delivered for review and approval of the Highway Data Manager within thirty days following award of the contract.

e. The State of Alaska will not be liable for any materials purchased, labor performed, equipment used or delay to the work before all equipment and materials have been reviewed and approved.


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2. As - Built Plans.

a. The Contractor shall prepare four complete sets of as-built plans that will be current with the construction. These as-built plans shall detail all construction changes made to the ATR design and include the following information on the appropriate sheets:

I. location and depth of all inductive loops, piezo sensors, conduit runs and scales.

II. locations of all equipment cabinets and junction boxes.III. station and offset of all junction boxes

b. Three sets of as-built plans shall be presented to the Engineer, and one set shall be affixed to the inside of the cabinet door at the appropriate Automated Traffic Recorder Installation in a waterproof, clear plastic holder.

c. Redlines of full size construction plans will be acceptable as-builts.

3. Photographs.

a. The Contractor shall provide photographic prints, 35 mm negatives and Kodak PhotoCD format CD-ROMs documenting all sensor installations.

b. Photographs, negatives and CD-ROMs shall be delivered organized in one or more white colored, D-ring style, 3 ring binders with clear insert overlays on fronts and spines. Photographs and negatives will be mounted in archival quality polypropylene-pocketed sheets. CD-ROMs will be placed in CD storage sheets inside the binders.

c. The photographs shall be 127 mm x 178 mm color prints.

d. Each photograph shall be labeled with the identification of its subject. ATR station and device designation as indicated on the plans will be used as identification whenever possible (example: H1 - W1NLA). Labels will be photographed with the subject and will be rendered large enough to be read with the unaided eye.


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e. The photographs shall show the inductive loops and conduit in place prior to covering with gravel and pavement for asphalt pavement sites, or prior to covering with epoxy compound for concrete pavement sites. The photographs shall include:

I. two or more overall views of each ATR installation showing placement of the inductive loops.

II. one or more views of each loop showing the loop and the conduit to the nearest junction box

III. one or more views of each piezo sensor conduit showing the conduit to the nearest junction box

IV. detailed sequences of all scale installations from cutting of the scale pits to installation of the weighpads.

4. Test Results. Written or printed copies of the final results of all tests, signed by the Contractor, shall be provided to the Engineer prior to acceptance of the Automated Traffic Recorder Installation. Tests will be conducted in accordance with subsection 660-3.08, Installation Details.

5. Manuals. The Contractor shall provide to the Highway Data Manager all installation, repair and operation manuals for all Automated Traffic Recording equipment.

6. Materials. The Contractor shall provide to the Highway Data Manager any ATR equipment, sensors, and all epoxy grout remaining after installation.

669-4.01 METHOD OF MEASUREMENT. The quantity to be paid for will be the actual number of completed and accepted Automated Traffic Recorder Installations as shown on the plans or as directed by the Engineer.

669-5.01 BASIS OF PAYMENT. The contract unit bid price for all Automated Traffic Recorder installations shall be full compensation for furnishing all equipment, labor and materials necessary to complete the work as specified, with the following exceptions:


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1. Backfill materials required will be paid for under their respective pay items.2. Asphalt required will be paid for under a separate pay item.

Excavation, as-built plans and acceptance testing required for these installations will not be paid for separately, but will be subsidiary to the Automated Traffic Recorder Installations.

All Type IA J-Boxes, 27 mm rigid conduit, and 53 mm rigid conduit associated with the Automated Traffic Recorders are subsidiary to the 669 items. Traffic Control required to install Automated Traffic Recorders is paid for under 643 items.

Withholding. To ensure full compliance under this section, twenty percent (20%) of the billings for Item 669(1), Automated Traffic Recorders, H1, H2, H3, H4, shall be withheld until all deliverables have been provided to the Engineer as required and approval of the deliverables by the highway data section has been received in writing.


Pay Item No. Pay Pay Unit

669(1) Automated Traffic Recorders, H1, H2, H3, H4 Lump Sum


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SECTION 670

TRAFFIC MARKINGS

Special Provisions

670-3.01 CONSTRUCTION REQUIREMENTS. Under item 4 Methyl Methacrylate Pavement Markings, delete the last sentence in the first paragraph and substitute the following: Do not apply striping to the new asphalt until the asphalt has cured for the duration listed below and at the Engineer’s discretion.

Stone Mastic Asphalt Concrete 30 daysAll others 15 days

Under item 4 Methyl Methacrylate Pavement Markings, delete the second paragraph and substitute the following: Apply Methyl Methacrylate marking material with truck mounted equipment designed and capable of properly mixing at the point and time of application according to the manufacturer’s recommendations.

The Contractor shall supply and use a Methyl Methacrylate application monitoring system (MMAMS) that calculates flow throughout the high pressure airless pumps. The MMAMS shall measure the combined A and B Methyl Methacrylate components and show the total volume applied on a digital readout display. The digital readout shall display two (2) decimal places and be located on the operator control panel. The digital readout display shall be selectable to show output volume in either liters or gallons.

Add the f ollowing under item 4. before the third paragraph: A film test strip will be required at the beginning of each striping shift, and when there is a change in the asphalt type. In addition, measure out one (1) liter of Methyl Methacrylate for field verification of the MMAMS accuracy. Additional film test strips and MMAMS accuracy samples may be required at the Engineer’s discretion.

Under item 4. Methyl Methacrylate Pavement Markings. delete the first sentence in the fifth paragraph and substitute the following: Install all pavement markings for the C Street, Dimond Boulevard to International Airport Road at a 3 mm yield thickness. Install the pavement markings for the Central Region Non-NHS Pavement Markings 2001/2002 project as shown on the plans.


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Do not apply striping to the new asphalt until the asphalt has cured for the duration listed below:

Stone Mastic Asphalt Concrete 30 daysAll others 15 days

670-3.04 PAINT REMOVAL. Change the title of this subsection to "Pavement Markings Removal".

Replace the first sentence of the second paragraph with the following: Remove pavement markings to the fullest extent possible by a method that does not materially damage the surface or texture of the pavement. Painting over existing striping does not meet the requirement for removal. Any method utilizing burning with an open flame shall not be used for the removal of pavement markings on the final paving lift.

670-3.06 TOLERENCES FOR LINE STRIPING. Replace criteria number two with the following:

2. Width of Stripe . Shall not vary more than 6 mm in width in any 15m longitudinal run.

670-4.01 METHOD OF MEASUREMENT. Add the following after Item 5:

6. Liter Basis: The Engineer will measure the Methyl Methacrylate material used to form the pavement markings accepted by the Engineer in liters. The Department will limit the final quantity to 115% of the plan quantity.

670-5.01 BASIS OF PAYMENT. Add the following to the second paragraph:

All costs associated with the MMAMS are subsidiary to Item 670(10), Methyl Methacrylate Pavement Markings and no separate payment shall be made.

Add the following: For the accepted Methyl Methacrylate volume, the Department will pay the unit price bid to a maximum of 115% of the plan quantity. All Methyl Methacrylate material over-runs shall be born by the Contractor.

Add the following pay item:


670(10A) Methyl Methacrylate Pavement Markings Liter(02/26/02)R246m98C STREET, DIMOND BOULEVARD CENTRAL REGION NON-NHSTO INTERNATIONAL AIRPORT ROAD PAVEMENT MARKINGS 2001/2002MGE-0527(15)/54240 MGS-STP-000S(391)/55375

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SECTION 680

SPECIAL UTILITY WORK

680-1.01 DESCRIPTION. This work consists of installing 360 feet of 4 inch inside diameter High Density Polyethylene Pipe parallel to the Railroad Tracks centered off of the C Street centerline.

680-2.01 MATERIALS. Use materials conforming to the following:

Polyethylene Pipe Subsection 706-2.07

Backfill Subsection 703-2.07

680-3.01 CONSTRUCTION REQUIREMENTS. Install polyethylene pipe 42 inches below original ground and 45 feet from the centerline of the existing Alaska Railroad tracks, as shown on the plans. Cap both ends with approved caps and place 2 x 4 marker posts at each end.

680-4.01 METHOD OF MEASUREMENT. By the meter of pipe installed. Coupling bands, marker posts, excavation, bedding, backfill, and other items necessary for proper installation of the sections are subsidiary.

680-5.01 BASIS OF PAYMENT. At the contract price per unit of measurement for each of the pay items listed below that are shown in the bid schedule.



680(1) 4 inch Polyethylene Pipe Meter


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SECTION 702

ASPHALT MATERIALS

Special Provisions.

702-2.01 ASPHALT CEMENTS. Add the following: Performance Graded Asphalt Binder shall conform to the requirements of AASHTO MP1 and the additional properties properties defined by AASHTO T-53 and ASTM D5801 as pertaining to each grade.

Performance Graded Asphalt Cement

Property Standard PG 52-28 PG 58-28 PG 64-28

Softening Point AASHTO T-53 (none) 49oC 52oC

Toughness (min) ASTM D5801 (none) 12.4 N-m 12.4 N-m

Tenacity (min) ASTM D5801 (none) 8.5 N-m 8.5 N-m

(9/18/00)R244M98


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SECTION 703

AGGREGATES

Special Provisions

703-2.03 AGGREGATE FOR BASE. Delete Table 703-2 and substitute the following:

TABLE 703-2

AGGREGATE FOR UNTREATED BASEPercent Passing By Weight

Sieve Designation Grading C-1 Grading D-1 Grading E-137.5 mm 10025 mm 70-100 100 10019 mm 60-90 70-100 70-1009.5 mm 45-75 50-79 50-854.75 mm 30-60 35-58 35-652.36 mm 22-52 20-47 23-500.600 mm 10-33 10-26 13-310.300 mm 6-23 6-19 10-260.075 mm 0-6 0-6 8-15

(2/28/00)R117M98


703-2.04 AGGREGATE FOR ASPHALT CONCRETE PAVEMENT. Under Blended Aggregate, delete the last sentence and substitute: “Ensure that the fraction actually retained between any two consecutive sieves larger than the 0.150 mm is not less than 2% of the total."

703-2.07 SELECTED MATERIAL. Replace the last sentence in both items 1. and 2. with the following: The percent passing the 0.075 mm sieve will be determined on minus 75 mm material. (06/25/99)M 82


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703-2.13 AGGREGATE FOR STONE MASTIC ASPHALT PAVEMENT

Coarse Aggregate (retained on the 4.75 mm sieve). Crushed stone or crushed gravel consisting of sound, tough, durable rock of uniform quality. Free from clay balls, vegetative matter or other deleterious matters. Not coated with dirt or other finely divided mineral matter. Meet the following requirements:

Property Test Method Requirement

Percent of Wear AASHTO T 96 45 max.Degradation ATM T-13 30 min.Percent Sodium Sulfate Loss AASHTO T 104 9 max. (5 cycles)Percent Fracture WAQTC TM 1

Double Face 90 min.Flat & Elongated Particles ATM T-9

3 to 1 25% max.5 to 1 5% max.

Absorption WAQTC FOP for AASHTO T 85 2% max.

Fine Aggregate (passing the 4.75 mm sieve). Meet the quality requirements of AASHTO M 29, including S1.1, Sulfate Soundness. Consist entirely of 100 percent crushed aggregate and be non-plastic as determined by WAQTC FOP for AASHTO T 90.

Mineral Filler. Meet the requirements of AASHTO M 17. Contain 3.0 percent or less organic impurities as determined by ALASKA FOP for AASHTO T 267, and have a plastic index not greater than 4 as determined by WAQTC FOP for AASHTO T 90. Mineral filler shall be crushed unhydrated limestone (agricultural lime).


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Blended Aggregate. Blend the aggregate fractions to meet the grading requirements of Table 703-9 as determined by WAQTC FOP for AASHTO T 27/T 11.

TABLE 703-9STONE MASTIC ASPHALT CONCRETE AGGREGATE

Percent Passing by Weight

Sieve Designation Requirement

19.0 mm 100 12.5 mm 76-88 9.5 mm 57-70 4.75 mm 20-27 2.36 mm 17-23 1.18 mm 14-20 0.6 mm 12-17 0.3 mm 11-15 0.15 mm 10-14 0.075 mm 8-11

(03/19/02)R164M98


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SECTION 708

PAINTS

Special Provisions


708-2.01 PAINT FOR STEEL AND ALUMINUM. Add the following:

Polyester material for powder coating shall meet AAMA 605.2 performance standards. Material shall be as follows:

Chemical Type: PolyesterParticle Size: 30-60 microns averageSpecific Gravity: 1.2-1.7Cure Cycle: 400F-10MINS Peak Metal Temperature (TGIC)

400F-15MINS Peak Metal Temperature (Polyurethane)

Gloss @ 60 Degree: Available from 30-90+ DegreesFilm thickness: 1.5 mils

Mechanical Specifications ASTM # or AAMA 605.2Dry Adhesion D3359 7.4.1.1 100% 5b PassWet Adhesion 7.4.1.2 100% 5b PassBoiling Water Adhesion 7.4.1.3 100% 5b PassHardness D3363 7.3.1.2H PassImpact Direct D2794-67 7.5.1 Up to 160” Lbs. PassReverse D2795-67 7.5.1 Up to 160” Lbs. PassAbrasion Resistance D968 7.6.1 Coefficient 28 Pass

Chemical Resistance AAMA 605.2Muriatic Acid 15 Minutes No effectMortar Resistance 24 Hours No effectNitric Acid Resistance 30 Minutes Less than DE2 Color Change

Corrosion Resistance ASTM # or AAMA 605.2Humidity D2247 7.8.1 3000 Hours Rated “8” Few BlistersSalt Spray B117 7.8.2 3000 Hours Less than 1/16” Creepage


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708-2.04 PAINT FOR CONCRETE. Add the following:

Masonry primer for concrete column reveals shall be a clear acrylic emulsion to enhance adhesion and efflorescence resistance of topcoat. Topcoat shall be a water thinnable 100% high gloss acrylic enamel. Contractor to submit color chips for Engineer approval. Acrylic emulsion material shall conform to the following:

Vehicle: 84.8% Acrylic Non-volatile: 24% Volatile Portion: 76%Pigment: 15.2%Dry Film Thickness: not to exceed 1.0 DFTViscosity: 14-17 secondsWeight: 0.84kg/literVOC: 52g/liter

100% Acrylic enamel topcoat material shall conform to the following:

Vehicle: 78.2% Acrylic Non-volatile: 32.3% Volatile Portion: 67.7%Pigment: 21.8% Rutile Titanium Dioxide: 100%Dry Film Thickness: 1.5 milsViscosity: 95-100 Krebs unitsWeight: 1.03kg/literVOC: 166g/liter


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SECTION 710

FENCE AND GUARDRAIL

Special Provisions.

710-2.11 GUARDRAIL TERMINALS. Add the following:

Use the ET-2000 LET.

The current guardrail end terminal drawings approved by the Department are as follows:

Drawing Original LatestNumber Date Revision

ET-2000 LET Metric SS 155M 7/18/00 None 11.4 m, 7 tube, Plus headEnglish SS 155 5/18/00 None 37.5’, 7 tube, Plus head

(01/22/02)R249

710-2.12 TEMPORARY FENCE.

Temporary fence shall be high-density polyethylene material with a fully stabilized ultraviolet resistance. Fence shall be 1.22 meter high and orange in color. Temporary fence material shall conform to the following:

Tensile Strength (kg/sq.meter): 3,905Effective temperature range: -51 C to 82 CTensile Yield (bar): 221Ultimate Tensile Strength (bar): 179Nominal Mesh Opening: 76mm x 31.75mm


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SECTION 712

MISCELLANEOUS

Special Provisions

712-2.06 FRAMES, GRATES, COVERS AND LADDER RUNGS. Add the following:

Ductile iron castings ASTM A536 for grade 60-401.

(2/22/00)R78M98

712-2.14 PREFORMED PAVEMENT MARKINGS. Add the following to paragraph A. under Item 1., General Requirements: The preformed ribbon shall consist of one solid piece of required width and length. In solid stripe areas, the tape length shall, where possible, be a minimum of 30 meters. (7/15/96)R79M

712-2.17 METHYL METHACRYLATE PAVEMENT MARKINGS. Add the following subsection:

2. Performance Properties: Add the following:

k. Adhesion: To Portland Cement, minimum 13.8 MegaPa, to asphalt, dependent on tensile failure of the substrate.

(09/04/01)R221M98


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SECTION 722

BRIDGE RAILING

Special Provisions

722-2.02 HAND RAIL.

Steel tubing ASTM A500, Grade BSteel Post and cap ASTM A500, Grade BSteel Bar and plate ASTM A500, Grade BStainless steel bar ASTM A240, Type 304Stainless steel plate ASTM A240, Type 304Perforated stainless steel plate ASTM A240, Type 304

4mm diameter round holes4.8mm staggered centers63% open area


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SECTION 724

SEED


724-2-02. MATERIALS. Delete this Subsection in its entirety and substitute the following:

Meet applicable requirements of the State of Alaska Seed Regulations, 11 AAC 34, Article 1 and Article 4.

Furnish “certified seed” or 4 signed copies of a report certifying that each lot of seed has been tested by an approved laboratory within 9 months of date of application. Include: name and address of laboratory, date of test, lot number for each kind of seed, and results of test as to name, percentages of purity and germination, and percentage of weed content for each kind of seed furnished.

Meet or exceed the percentages of sproutable seed specified in Table 724-1. (02/08/01)M100

Special Provisions

TABLE 724-1SEED REQUIREMENTS

Schedule A - Unmowed Mix (Application Rate: 135 kg/ha)

GERMINATION GERMINATIONNAME PERIOD PURITY RATETufted Hairgrass

(Deschampsia caespitosa) 14 days 85% 80%Arctared Fescue

(Festuca rubra) 14 days 95% 85%Egan Sloughgrass

(Beckmania syzigachne) 14 days 95% 85%Alpine Bluegrass ‘Gruening’

(Poa alpina ‘Gruening’) 14 days 95% 85%Annual Ryegrass

(Lolium spp.) 10 days 85% 80%


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TABLE 724-2SEED REQUIREMENTS

Schedule B - Wildflower Mix (Application Rate: 45 kg/ha) GERMINATIONNAME PERIOD PURITY RATEAlaska Carnation

(Dianthus repens) 14 days 90% 85%Canada Goldenrod

(Solidago canadensis) 14 days 85% 85%Alyeska Polargrass

(Arctagrostis latifolia) 14 days 90% 90%

Arctared Fescue(Festuca rubra) 14 days 95% 85%

Blue Flax(Linum perenne lewisii) 14 days 85% 85%

Cornflower(Coreopsis tinctoria) 14 days 85% 85%

Plains Coreopsis (Cosmos bipinnatus) 14 days 85% 85%

Icelandic poppy(Papaver nudicaule) 12 days 85% 85%

Maltese Cross(Lychnis chalcedonica) 12 days 85% 85%

Nootka Lupine(Lupinus nootkatensis) 14 days 85% 75%

Shasta Daisy(Chrysantheum maximum) 14 days 85% 85%

Shirley Poppy(Papaver rhoeas) 12 days 95% 95%

Siberian Aster(Aster sibiricus) 14 days 85% 80%

Siberian Wallflower(Cheiranthus allionii) 12 days 85% 85%

Tall Jacob’s Ladder(Polemonium acutifolium) 14 days 90% 85%

Tall Larkspur(Delphinium blaucum) 14 days 90% 85%

Yarrow(Achillea millefolium) 14 days 90% 85%

Western Columbine(Aquilegia formosa) 14 days 85% 85%


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SECTION 726

TOPSOIL

Special Provisions

726-2.01 TOPSOIL. Replace item (2.) with the following:

2. Topsoil shall contain not less than 5 percent and no greater than 15 percent organic matter by dry weight as determined by ASTM T-6.

Delete the gradation table in the third paragraph and substitute the following:

Sieve Size Percent Passing (by Weight)12.5 mm 1004.75 mm 95-1001.18 mm 64-900.075 mm 30-60Organic Content 5%-15%

Delete last sentence in second paragraph and substitute the following:

The Contractor shall submit to the Engineer, 10 working days prior to final placement, a soil analysis for particle size, nutrient content and organic content, before any topsoil shall be accepted for this project. The Engineer may test the topsoil at any time to verify compliance with the topsoil analysis. If the supplied topsoil does not meet specifications in this section, the Contractor shall supply new topsoil of a quality required to meet the section standards.

Delete the fertilizer requirements (not the limestone requirements) as stated in this subsection and substitute the following:

Nitrogen 50 – 75 kg per hectarePhosphoric Acid 112 – 165 kg per hectarePotassium 121 – 200 kg per hectare


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SECTION 727

SOIL STABILIZATION MATERIAL

Special Provisions

727-2.01 MULCH. Delete numbered item 1. in its entirety and substitute the following:

1. Virgin/Recycled Wood Fiber, Paper Cellulose Fiber Mulch, or Blended Wood- Paper Mulch.

Mulch shall consist of specially prepared wood fiber processed to contain no growth or germination inhibiting factors. The mulch shall be manufactured and processed in such a manner that the fibers will remain in uniform suspension in water under agitation and will blend with grass seed, fertilizer and other additives to form a homogeneous slurry. The mulch shall be of a texture such that it can be applied uniformly to the soil surface. Mulch shall not create a hard crust upon drying and it shall have moisture absorption and retention properties as well as the ability to hold grass seed in contact with the soil.

The mulch shall be shipped in packages of uniform weight (plus or minus 5%) bearing the name of the manufacturer and the air-dry weight content.

The mulch shall be dyed a suitable color to facilitate inspection of the placement of the material.

A commercial tackifier shall be used on all seeded areas where mulch is applied. The amount added will be as recommended by the manufacturer.


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727-2.02 MATTING.

Add the following:

6. Landscape Fabric.

Shall be constructed from polyester fibers, spunbound into a web-forming pattern. High strength to weight ratio, ultra violet stability and water and air permeability. Properties shall conform to the following:

Properties: Test Method:

118 Grams/Sq.m Basis Weight ASTM D-377652 kg Grab Tensile ASTM D-463259/63% Grab Elongation ASTM D-463227 kg Trap Tear ASTM D-5331.22 liter/min/sq.cm Water Flow Rate91,403 kg/sqm Mullen Burst Strength ASTM D-378620.5 kg Puncture Strength ASTM D-4833.03 x 10 cu.cm/sec coefficient of permeability ASTM D-4491


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SECTION 729

GEOTEXTILES

Special Provisions.

729-2.01 EMBANKMENT SEPARATION AND REINFORCEMENT. Under 1. Separation, replace ‘(medium survivability)’ with: ‘(Class 3)’. Under 2. Reinforcement, replace ‘Separation (high survivability)’ with: ‘Stabilization’.

729-2.02 SUBSURFACE DRAINAGE AND EROSION CONTROL. Under 2. Erosion control, replace ‘Meet AASHTO M 288 for Erosion Control’ with: ‘Meet AASHTO M 288 for Permanent Erosion Control’.

729-2.04 SEDIMENT CONTROL. Replace ‘Meet AASHTO M 288 for Sediment Control’ with: ‘Meet AASHTO M 288 for Temporary Silt Fence’.

(2/28/00)R229M98


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SECTION 730

SIGN MATERIALS

Special Provisions

730-2.04 SIGN POSTS. Under item 1., Metal Pipe Posts, add the following to paragraph a.: Posts conforming to ASTM A53 shall be either Type E grade B, or Type S grade B.


In item 2. Perforated Steel Posts., paragraph a., first sentence, replace “ASTM A 446” with “ASTM A 653 and ASTM A 924”.

(06/25/99)M 83

Special Provisions

Add the following:

5. Structural Tubing and W Shape Beams.

a. Structural tubing shall conform to either ASTM A500, grade B, or ASTM A501. The tubing shall be square and of the dimensions called for in the plans with 5 millimeter thick walls. 11 millimeter diameter holes shall be drilled as required to permit mounting of the sign.

b. W shape beams shall conform to ASTM A36.

c. Structural tubing and W shape beams shall be hot dip galvanized in accordance with 1.b. of this subsection. Damaged and abraded tubes and beams shall be repaired in accordance with 1.c. of this subsection.

(2/29/00)R81M


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SECTION 731

CONCRETE FORM LINER

Special Provisions

731-1.01 GENERAL REQUIREMENTS. Ship form liners in strong containers to prevent warping. Cover form liners to protect from oil, dirt and UV exposure. Handle rigid form liner panels with care.

731-2.01 FORM LINER.

Formliner for concrete noise barrier shall be 100% solids urethane elastomeric form liner for 100 re-uses. Texture to be river rock for large random textured surfaces, rock sizes from 127mm to 635mm, match points on all sides. ? mm max. depth. Form liner shall be mold bonded to 19mm plywood. Formliner shall conform to the following:

Tensile Strength(psi): 850Shore A Hardness: 60+/-5Elongation: 200Tear Resistance: 150

731-2.02 FORM LINER ACCESSORIES.

Release agent shall be non-staining and promote easy stripping and clean-up of forms and reduce the formation of air voids on the concrete surface. Apply form liner manufacturer recommended release agent and conform to recommended manufacturer rates.


APPENDIX A

PERMITS


APPENDIX B

EROSION AND SEDIMENT CONTROL PLAN


APPENDIX C

CONSTRUCTION SURVEYING REQUIREMENTS


APPENDIX D

MATERIALS CERTIFICATION LIST


c street, dimond boulevard to international airport...

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